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Page 1: MEMORIA DE CALCULO PUENTE.pdf

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GOBIERNO REGIONAL DE AREQUIPA

MEMORIA DE CAacuteLCULO ESTRUCTURALDEL

PUENTE CHILINA

PREPARADO POR FIDEL COPA PINEDA CIP 37240

AREQUIPA 2009

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MEMORIA DE CAacuteLCULO ESTRUCTURAL

983089983086 983105983118983124983109983107983109983108983109983118983124983109983123983098

La ciudad de arequipa tiene dificultades de traacutefico debido a que su red vial hacolapsado por la gran cantidad de vehiacuteculos que circulan por las calles de nuestraciudad Su actual red vial carece de una planificacioacuten adecuada debidofundamentalmente a la falta viacuteas principales troncales y asimismo la ciudad estadividida geograacuteficamente por un obstaacuteculo natural que atraviesa toda la ciudad

partieacutendola en dos dicho obstaacuteculo natural es el rio Chili el mismo que actualmentees salvado mediante puentes que atraviesan por el centro histoacuterico y obedecen undisentildeo vial de dos siglos atraacutes no obstante dichos puentes son de grandes luces ellosson el puente Bolognesi Grau y Boliacutevar Mientras que los puentes modernos son demenores luces en total Quintildeones San Martin y San Isidro y el Bajo Grau (que forma

parte del Grau uno de ida y otro de vuelta)

Para resolver esta problemaacutetica que se ha presentando hace varios antildeos atraacutes por elcrecimiento vehicular sin el correspondiente crecimiento de la infraestructura de lared vial Es asiacute que el Gobierno Regional de Arequipa en alianza con el MPA se ha

propuesta dar una solucioacuten integral que permita desatorar el centro histoacuterico por lacongestioacuten vial que actualmente sufre la ciudad y especialmente el centro histoacuterico y

por ende causa una contaminacioacuten del medio ambiente que es muy conocido portodos y tambieacuten por la UNESCO quien nos recomienda resolver esta problemaacutetica

por lo que la solucioacuten es plantear un viacutea nueva troncal que no ha sido contempladaya que no existe en la ciudad un viacutea troncal que atraviese toda la ciudad y conecte a

las dos partes de la ciudad que ha sido dividida por el rio Chili Es asiacute que nace un proyecto denominado por el SNIP como Viacutea Troncal Interconectara entre losdistritos de Miraflores Alto Selva Alegre Yanahuara Cayma y Cerro Colorado Y

para conectar estos distritos es imprescindible un puente que permita atravesar elvalle del Rio Chili en la zona denominada Chilina por ello que el puente toma elnombre de Chilina Es asiacute que este puente se hace importante y necesario para quetengamos una viacutea troncal que atraviese praacutecticamente toda la ciudad y la zona maacutesadecuada no es a 7km arriba como algunas autoridades sugeriacutean hace muchos antildeos sino lo maacutes cerca posible al corazoacuten de la ciudad de Arequipa Dicho puentecontempla seis carriles 4 para el transito privado y 2 para el transito masivo ello encoordinacioacuten con los responsables de transportes e infraestructura del MPA

983090983086 983107983119983118983107983109983120983107983113983119983118 983109983123983124983122983125983107983124983125983122983105983116 983108983109983116 983120983125983109983118983124983109

983090983086983089 983107983105983122983105983107983124983109983122983113983123983124983113983107983105983123 983108983109983116 983120983125983109983118983124983109983098

La concepcioacuten estructural del puente Chilina consiste en tres grandes arcos deconcreto reforzado los mismos que soportan a pilares que nacen de los arcos y dichos

pilares sirven de apoyo al tablero del puente Para soportar terremotos el puente posee pilares y vigas que forman un poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten entre los

pilares Estos poacuterticos sismo resistente estaacuten conectados en forma monoliacutetica aldiafragma del tablero de la losa del puente debido a que su funcioacuten es absorber lafuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes

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capaces de soportar grandes esfuerzos de compresioacuten y traccioacuten debido al granmomento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

983090983086983090 983107983119983118983107983109983120983107983113983251983118 983109983123983124983122983125983107983124983125983122983105983116 983108983109 983116983105 983123983125983106983109983123983124983122983125983107983124983125983122983105

Es decir la cimentacioacuten del puente para ello es conveniente indicar que se haelaborado el Estudio de Mecaacutenica de Suelos para toda la viacutea y especialmente para el

puente Chilina el mismo que se adjunta el cual el responsable es el Ing Nestor TupaFernaacutendez ScD (Doctor en Ciencias de la Universidad de Brasilia) para lo cual seha perforado pozos de exploracioacuten denominados calicatas en forma manual enalgunas ocasiones se ha revestido el pozo por razones de seguridad del personal Porotra parte se ha hecho el estudio Geoloacutegico (Ing Pablo Mesa MSc) y la

prospeccioacuten geofiacutesica (Ing Armando Minaya MSc) de toda la zona de donde se

desplantara el puente Chilina Y se han contrastado los resultados de la prospeccioacutengeofiacutesica con las exploraciones realizadas en la zona cuya profundidad alcanzada escerca de 25m en donde se corroboro la presencia de una capa de sillar o piedravolcaacutenica seguacuten el estudio de prospeccioacuten geofiacutesica

Fig Detalle de la fundacioacuten mediante pilotes colados in situ

Nota-Esta fundacioacuten posee capacidad para soportar los momentos de volteo En otros casos se haconsiderado la cimentacioacuten como todo un bloque macizo de concreto cicloacutepeo de baja

resistencia con piedras grandes de rio antildeadidas no maacutes de 40 para darle capacidad deresistencia la fuerza de deslizamiento

Por tanto se opto por apoyar los pilotes sobre este tipo de roca volcaacutenica denominadaen nuestro medio como sillar cuya capacidad de resistencia medida es deaproximadamente de 84MPa (84kgcm2) por tanto el tipo de capacidad portante dela zona seria alto

El problema de la cimentacioacuten se complica para los arco extremos ya que estos notienen un equilibrio de fuerzas horizontales debido a la enorme reaccioacuten que debe

soportar el suelo por el efecto de los arcos por esta razoacuten se adopto por colocar pilotes inclinados en los arcos de los extremos para que absorban dichas fuerzashorizontales que generan los arcos

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23 CONCEPCIOacuteN ESTRUCTURAL DE LA SUPER ESTRUCTURA

La concepcioacuten de la suacuteper estructura del puente Chilina radica en la tradicioacuten ycultura que tiene nuestra ciudad tenemos puentes en arco con tiacutempano lleno demamposteriacutea de sillar que fueron construidos hace siglos su caracteriacutestica principales que ese a los terremotos sufridos hace siglos se mantienen firmes por supuestoque sufrieron dantildeos y fueron reforzados mediante la inclusioacuten de concreto reforzadoen columnas vigas y losas Por tanto el concreto reforzado ha prolongado la vida uacutetilde estos puentes por muchos maacutes Es asiacute que nace la idea de plantear puentes dediversas formas como lo indica el manual de puentes de ellas elegir la maacutes adecuaday segura y tambieacuten optar por la solucioacuten mas optima Se ha elegido un puente contres grandes arcos de concreto reforzado de seccioacuten transversal tubular tal como semuestra al detalle maacutes adelante La construccioacuten de estos puentes en arco data dehace mucho antildeos sin embargo actualmente se estaacuten construyendo en los paiacutesesdesarrollados como EEUU el puente de la presa de Hoover entre otros En nuestrocaso abajo del puente no hay un rio muy grande el obstaacuteculo principal es atravesar elvalle del Chilina ya que el rio tan solo tiene un ancho de 50m como maacuteximo en la

zona Por tanto debajo del puente existen zonas agriacutecolas libres que puede se accedermediante una carretera temporal a cada pilar de soporte de los arcos

Fig Etapa constructiva solo se construyen los tres Arcos de concreto reforzado

La estructura principal del puente son tres arcos de concreto reforzado tal como semuestra en el modelo de la figura anterior los mismos que soportan a pilares quenacen de los arcos y dichos pilares sirven de apoyo al tablero del puente Y lascomponentes sismo resistentes que soportar los terremotos del puente son los

poacuterticos que posee pilares y vigas con un detallado del refuerzo de acero especial para que tenga un comportamiento estructural duacutectil asimismo se ha logrado en estos poacuterticos una mayor hiacuteper estaticidad para que se formen rotulas plaacutesticas en las vigasde conexioacuten de los pilares del poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten y

posteriormente en los pilares Por esta razoacuten estos poacuterticos cumplen una funcioacutenimportante para el puente por ello estos poacuterticos sismo resistente estaacuten conectados enforma monoliacutetica al diafragma del tablero de la losa del puente De esta manera el

poacutertico sismo resistente es absorber la fuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes capaces de soportar grandes esfuerzos decompresioacuten y traccioacuten debido al gran momento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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El anaacutelisis estructural del puente Chilina se ha elaborado en base al proceso constructivo ylas cargas que actuacutean sobre la estructura durante la vida uacutetil del puente se ha consideradodiversos tipos de cargas como son Carga Muerta (D) carga viva (L) cargas por efectos de

viento (W) Cargas por efectos de cambios de temperatura (T) y cargas por efectossiacutesmicos (E) Ademaacutes se ha considerado en el caacutelculo estructural no lineal debido al proceso constructivo de los arcos de los pilares de los poacuterticos y de los tableros del puente cuyas vigas de soporte son celulares o tipo cajoacuten Por otra parte se ha contempladoel proceso constructivo secuencial mediante un anaacutelisis estructural no lineal asimismo sehan considerado otros tipos de carga como son de frenado aceleracioacuten centrifuga entreotros Y tambieacuten a nivel de disentildeo estructural se contempla ciertas condiciones de trabajo

Para ejecutar el anaacutelisis estructural se uso un software de reconocido prestigio el programaes denominado STRUCTURAL ANALYSIS PROGRAMS (SAP 2000 Versioacuten 1209) elcual contempla tres tipos de elementos estructurales a saber elementos estructurales 1D o

reticular elemento laminar o 2D y el elemento estructural solido 3D El puente fuemodelado usando estos elementos estructurales para precisar la respuesta siacutesmica de laestructura en forma maacutes realista Se uso tambieacuten modelos 1D para verificar los resultadosen forma grosera y asimismo usamos elementos 2D y 1D obteniendo resultados similaresdel anaacutelisis estructural del puente Chilina

31 Del Modelo estructural para el SAPSe ha modelado las cargas por efectos de carga moacutevil mediante un carril (lane) de carga conun ancho de 360m sabiendo que el puente es muy largo y pueden haber sobre el puentevarios camiones a la vez se ha considerado por ello un convoy de camiones el coacutedigoAASHTO indica cuando el puente es de varios carriles puede haber una reduccioacuten de cargasdependiendo del nuacutemero de carriles del puente en este caso seis

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 2: MEMORIA DE CALCULO PUENTE.pdf

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MEMORIA DE CAacuteLCULO ESTRUCTURAL

983089983086 983105983118983124983109983107983109983108983109983118983124983109983123983098

La ciudad de arequipa tiene dificultades de traacutefico debido a que su red vial hacolapsado por la gran cantidad de vehiacuteculos que circulan por las calles de nuestraciudad Su actual red vial carece de una planificacioacuten adecuada debidofundamentalmente a la falta viacuteas principales troncales y asimismo la ciudad estadividida geograacuteficamente por un obstaacuteculo natural que atraviesa toda la ciudad

partieacutendola en dos dicho obstaacuteculo natural es el rio Chili el mismo que actualmentees salvado mediante puentes que atraviesan por el centro histoacuterico y obedecen undisentildeo vial de dos siglos atraacutes no obstante dichos puentes son de grandes luces ellosson el puente Bolognesi Grau y Boliacutevar Mientras que los puentes modernos son demenores luces en total Quintildeones San Martin y San Isidro y el Bajo Grau (que forma

parte del Grau uno de ida y otro de vuelta)

Para resolver esta problemaacutetica que se ha presentando hace varios antildeos atraacutes por elcrecimiento vehicular sin el correspondiente crecimiento de la infraestructura de lared vial Es asiacute que el Gobierno Regional de Arequipa en alianza con el MPA se ha

propuesta dar una solucioacuten integral que permita desatorar el centro histoacuterico por lacongestioacuten vial que actualmente sufre la ciudad y especialmente el centro histoacuterico y

por ende causa una contaminacioacuten del medio ambiente que es muy conocido portodos y tambieacuten por la UNESCO quien nos recomienda resolver esta problemaacutetica

por lo que la solucioacuten es plantear un viacutea nueva troncal que no ha sido contempladaya que no existe en la ciudad un viacutea troncal que atraviese toda la ciudad y conecte a

las dos partes de la ciudad que ha sido dividida por el rio Chili Es asiacute que nace un proyecto denominado por el SNIP como Viacutea Troncal Interconectara entre losdistritos de Miraflores Alto Selva Alegre Yanahuara Cayma y Cerro Colorado Y

para conectar estos distritos es imprescindible un puente que permita atravesar elvalle del Rio Chili en la zona denominada Chilina por ello que el puente toma elnombre de Chilina Es asiacute que este puente se hace importante y necesario para quetengamos una viacutea troncal que atraviese praacutecticamente toda la ciudad y la zona maacutesadecuada no es a 7km arriba como algunas autoridades sugeriacutean hace muchos antildeos sino lo maacutes cerca posible al corazoacuten de la ciudad de Arequipa Dicho puentecontempla seis carriles 4 para el transito privado y 2 para el transito masivo ello encoordinacioacuten con los responsables de transportes e infraestructura del MPA

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La concepcioacuten estructural del puente Chilina consiste en tres grandes arcos deconcreto reforzado los mismos que soportan a pilares que nacen de los arcos y dichos

pilares sirven de apoyo al tablero del puente Para soportar terremotos el puente posee pilares y vigas que forman un poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten entre los

pilares Estos poacuterticos sismo resistente estaacuten conectados en forma monoliacutetica aldiafragma del tablero de la losa del puente debido a que su funcioacuten es absorber lafuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes

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capaces de soportar grandes esfuerzos de compresioacuten y traccioacuten debido al granmomento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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Es decir la cimentacioacuten del puente para ello es conveniente indicar que se haelaborado el Estudio de Mecaacutenica de Suelos para toda la viacutea y especialmente para el

puente Chilina el mismo que se adjunta el cual el responsable es el Ing Nestor TupaFernaacutendez ScD (Doctor en Ciencias de la Universidad de Brasilia) para lo cual seha perforado pozos de exploracioacuten denominados calicatas en forma manual enalgunas ocasiones se ha revestido el pozo por razones de seguridad del personal Porotra parte se ha hecho el estudio Geoloacutegico (Ing Pablo Mesa MSc) y la

prospeccioacuten geofiacutesica (Ing Armando Minaya MSc) de toda la zona de donde se

desplantara el puente Chilina Y se han contrastado los resultados de la prospeccioacutengeofiacutesica con las exploraciones realizadas en la zona cuya profundidad alcanzada escerca de 25m en donde se corroboro la presencia de una capa de sillar o piedravolcaacutenica seguacuten el estudio de prospeccioacuten geofiacutesica

Fig Detalle de la fundacioacuten mediante pilotes colados in situ

Nota-Esta fundacioacuten posee capacidad para soportar los momentos de volteo En otros casos se haconsiderado la cimentacioacuten como todo un bloque macizo de concreto cicloacutepeo de baja

resistencia con piedras grandes de rio antildeadidas no maacutes de 40 para darle capacidad deresistencia la fuerza de deslizamiento

Por tanto se opto por apoyar los pilotes sobre este tipo de roca volcaacutenica denominadaen nuestro medio como sillar cuya capacidad de resistencia medida es deaproximadamente de 84MPa (84kgcm2) por tanto el tipo de capacidad portante dela zona seria alto

El problema de la cimentacioacuten se complica para los arco extremos ya que estos notienen un equilibrio de fuerzas horizontales debido a la enorme reaccioacuten que debe

soportar el suelo por el efecto de los arcos por esta razoacuten se adopto por colocar pilotes inclinados en los arcos de los extremos para que absorban dichas fuerzashorizontales que generan los arcos

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23 CONCEPCIOacuteN ESTRUCTURAL DE LA SUPER ESTRUCTURA

La concepcioacuten de la suacuteper estructura del puente Chilina radica en la tradicioacuten ycultura que tiene nuestra ciudad tenemos puentes en arco con tiacutempano lleno demamposteriacutea de sillar que fueron construidos hace siglos su caracteriacutestica principales que ese a los terremotos sufridos hace siglos se mantienen firmes por supuestoque sufrieron dantildeos y fueron reforzados mediante la inclusioacuten de concreto reforzadoen columnas vigas y losas Por tanto el concreto reforzado ha prolongado la vida uacutetilde estos puentes por muchos maacutes Es asiacute que nace la idea de plantear puentes dediversas formas como lo indica el manual de puentes de ellas elegir la maacutes adecuaday segura y tambieacuten optar por la solucioacuten mas optima Se ha elegido un puente contres grandes arcos de concreto reforzado de seccioacuten transversal tubular tal como semuestra al detalle maacutes adelante La construccioacuten de estos puentes en arco data dehace mucho antildeos sin embargo actualmente se estaacuten construyendo en los paiacutesesdesarrollados como EEUU el puente de la presa de Hoover entre otros En nuestrocaso abajo del puente no hay un rio muy grande el obstaacuteculo principal es atravesar elvalle del Chilina ya que el rio tan solo tiene un ancho de 50m como maacuteximo en la

zona Por tanto debajo del puente existen zonas agriacutecolas libres que puede se accedermediante una carretera temporal a cada pilar de soporte de los arcos

Fig Etapa constructiva solo se construyen los tres Arcos de concreto reforzado

La estructura principal del puente son tres arcos de concreto reforzado tal como semuestra en el modelo de la figura anterior los mismos que soportan a pilares quenacen de los arcos y dichos pilares sirven de apoyo al tablero del puente Y lascomponentes sismo resistentes que soportar los terremotos del puente son los

poacuterticos que posee pilares y vigas con un detallado del refuerzo de acero especial para que tenga un comportamiento estructural duacutectil asimismo se ha logrado en estos poacuterticos una mayor hiacuteper estaticidad para que se formen rotulas plaacutesticas en las vigasde conexioacuten de los pilares del poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten y

posteriormente en los pilares Por esta razoacuten estos poacuterticos cumplen una funcioacutenimportante para el puente por ello estos poacuterticos sismo resistente estaacuten conectados enforma monoliacutetica al diafragma del tablero de la losa del puente De esta manera el

poacutertico sismo resistente es absorber la fuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes capaces de soportar grandes esfuerzos decompresioacuten y traccioacuten debido al gran momento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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El anaacutelisis estructural del puente Chilina se ha elaborado en base al proceso constructivo ylas cargas que actuacutean sobre la estructura durante la vida uacutetil del puente se ha consideradodiversos tipos de cargas como son Carga Muerta (D) carga viva (L) cargas por efectos de

viento (W) Cargas por efectos de cambios de temperatura (T) y cargas por efectossiacutesmicos (E) Ademaacutes se ha considerado en el caacutelculo estructural no lineal debido al proceso constructivo de los arcos de los pilares de los poacuterticos y de los tableros del puente cuyas vigas de soporte son celulares o tipo cajoacuten Por otra parte se ha contempladoel proceso constructivo secuencial mediante un anaacutelisis estructural no lineal asimismo sehan considerado otros tipos de carga como son de frenado aceleracioacuten centrifuga entreotros Y tambieacuten a nivel de disentildeo estructural se contempla ciertas condiciones de trabajo

Para ejecutar el anaacutelisis estructural se uso un software de reconocido prestigio el programaes denominado STRUCTURAL ANALYSIS PROGRAMS (SAP 2000 Versioacuten 1209) elcual contempla tres tipos de elementos estructurales a saber elementos estructurales 1D o

reticular elemento laminar o 2D y el elemento estructural solido 3D El puente fuemodelado usando estos elementos estructurales para precisar la respuesta siacutesmica de laestructura en forma maacutes realista Se uso tambieacuten modelos 1D para verificar los resultadosen forma grosera y asimismo usamos elementos 2D y 1D obteniendo resultados similaresdel anaacutelisis estructural del puente Chilina

31 Del Modelo estructural para el SAPSe ha modelado las cargas por efectos de carga moacutevil mediante un carril (lane) de carga conun ancho de 360m sabiendo que el puente es muy largo y pueden haber sobre el puentevarios camiones a la vez se ha considerado por ello un convoy de camiones el coacutedigoAASHTO indica cuando el puente es de varios carriles puede haber una reduccioacuten de cargasdependiendo del nuacutemero de carriles del puente en este caso seis

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

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Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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capaces de soportar grandes esfuerzos de compresioacuten y traccioacuten debido al granmomento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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Es decir la cimentacioacuten del puente para ello es conveniente indicar que se haelaborado el Estudio de Mecaacutenica de Suelos para toda la viacutea y especialmente para el

puente Chilina el mismo que se adjunta el cual el responsable es el Ing Nestor TupaFernaacutendez ScD (Doctor en Ciencias de la Universidad de Brasilia) para lo cual seha perforado pozos de exploracioacuten denominados calicatas en forma manual enalgunas ocasiones se ha revestido el pozo por razones de seguridad del personal Porotra parte se ha hecho el estudio Geoloacutegico (Ing Pablo Mesa MSc) y la

prospeccioacuten geofiacutesica (Ing Armando Minaya MSc) de toda la zona de donde se

desplantara el puente Chilina Y se han contrastado los resultados de la prospeccioacutengeofiacutesica con las exploraciones realizadas en la zona cuya profundidad alcanzada escerca de 25m en donde se corroboro la presencia de una capa de sillar o piedravolcaacutenica seguacuten el estudio de prospeccioacuten geofiacutesica

Fig Detalle de la fundacioacuten mediante pilotes colados in situ

Nota-Esta fundacioacuten posee capacidad para soportar los momentos de volteo En otros casos se haconsiderado la cimentacioacuten como todo un bloque macizo de concreto cicloacutepeo de baja

resistencia con piedras grandes de rio antildeadidas no maacutes de 40 para darle capacidad deresistencia la fuerza de deslizamiento

Por tanto se opto por apoyar los pilotes sobre este tipo de roca volcaacutenica denominadaen nuestro medio como sillar cuya capacidad de resistencia medida es deaproximadamente de 84MPa (84kgcm2) por tanto el tipo de capacidad portante dela zona seria alto

El problema de la cimentacioacuten se complica para los arco extremos ya que estos notienen un equilibrio de fuerzas horizontales debido a la enorme reaccioacuten que debe

soportar el suelo por el efecto de los arcos por esta razoacuten se adopto por colocar pilotes inclinados en los arcos de los extremos para que absorban dichas fuerzashorizontales que generan los arcos

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23 CONCEPCIOacuteN ESTRUCTURAL DE LA SUPER ESTRUCTURA

La concepcioacuten de la suacuteper estructura del puente Chilina radica en la tradicioacuten ycultura que tiene nuestra ciudad tenemos puentes en arco con tiacutempano lleno demamposteriacutea de sillar que fueron construidos hace siglos su caracteriacutestica principales que ese a los terremotos sufridos hace siglos se mantienen firmes por supuestoque sufrieron dantildeos y fueron reforzados mediante la inclusioacuten de concreto reforzadoen columnas vigas y losas Por tanto el concreto reforzado ha prolongado la vida uacutetilde estos puentes por muchos maacutes Es asiacute que nace la idea de plantear puentes dediversas formas como lo indica el manual de puentes de ellas elegir la maacutes adecuaday segura y tambieacuten optar por la solucioacuten mas optima Se ha elegido un puente contres grandes arcos de concreto reforzado de seccioacuten transversal tubular tal como semuestra al detalle maacutes adelante La construccioacuten de estos puentes en arco data dehace mucho antildeos sin embargo actualmente se estaacuten construyendo en los paiacutesesdesarrollados como EEUU el puente de la presa de Hoover entre otros En nuestrocaso abajo del puente no hay un rio muy grande el obstaacuteculo principal es atravesar elvalle del Chilina ya que el rio tan solo tiene un ancho de 50m como maacuteximo en la

zona Por tanto debajo del puente existen zonas agriacutecolas libres que puede se accedermediante una carretera temporal a cada pilar de soporte de los arcos

Fig Etapa constructiva solo se construyen los tres Arcos de concreto reforzado

La estructura principal del puente son tres arcos de concreto reforzado tal como semuestra en el modelo de la figura anterior los mismos que soportan a pilares quenacen de los arcos y dichos pilares sirven de apoyo al tablero del puente Y lascomponentes sismo resistentes que soportar los terremotos del puente son los

poacuterticos que posee pilares y vigas con un detallado del refuerzo de acero especial para que tenga un comportamiento estructural duacutectil asimismo se ha logrado en estos poacuterticos una mayor hiacuteper estaticidad para que se formen rotulas plaacutesticas en las vigasde conexioacuten de los pilares del poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten y

posteriormente en los pilares Por esta razoacuten estos poacuterticos cumplen una funcioacutenimportante para el puente por ello estos poacuterticos sismo resistente estaacuten conectados enforma monoliacutetica al diafragma del tablero de la losa del puente De esta manera el

poacutertico sismo resistente es absorber la fuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes capaces de soportar grandes esfuerzos decompresioacuten y traccioacuten debido al gran momento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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El anaacutelisis estructural del puente Chilina se ha elaborado en base al proceso constructivo ylas cargas que actuacutean sobre la estructura durante la vida uacutetil del puente se ha consideradodiversos tipos de cargas como son Carga Muerta (D) carga viva (L) cargas por efectos de

viento (W) Cargas por efectos de cambios de temperatura (T) y cargas por efectossiacutesmicos (E) Ademaacutes se ha considerado en el caacutelculo estructural no lineal debido al proceso constructivo de los arcos de los pilares de los poacuterticos y de los tableros del puente cuyas vigas de soporte son celulares o tipo cajoacuten Por otra parte se ha contempladoel proceso constructivo secuencial mediante un anaacutelisis estructural no lineal asimismo sehan considerado otros tipos de carga como son de frenado aceleracioacuten centrifuga entreotros Y tambieacuten a nivel de disentildeo estructural se contempla ciertas condiciones de trabajo

Para ejecutar el anaacutelisis estructural se uso un software de reconocido prestigio el programaes denominado STRUCTURAL ANALYSIS PROGRAMS (SAP 2000 Versioacuten 1209) elcual contempla tres tipos de elementos estructurales a saber elementos estructurales 1D o

reticular elemento laminar o 2D y el elemento estructural solido 3D El puente fuemodelado usando estos elementos estructurales para precisar la respuesta siacutesmica de laestructura en forma maacutes realista Se uso tambieacuten modelos 1D para verificar los resultadosen forma grosera y asimismo usamos elementos 2D y 1D obteniendo resultados similaresdel anaacutelisis estructural del puente Chilina

31 Del Modelo estructural para el SAPSe ha modelado las cargas por efectos de carga moacutevil mediante un carril (lane) de carga conun ancho de 360m sabiendo que el puente es muy largo y pueden haber sobre el puentevarios camiones a la vez se ha considerado por ello un convoy de camiones el coacutedigoAASHTO indica cuando el puente es de varios carriles puede haber una reduccioacuten de cargasdependiendo del nuacutemero de carriles del puente en este caso seis

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

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para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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23 CONCEPCIOacuteN ESTRUCTURAL DE LA SUPER ESTRUCTURA

La concepcioacuten de la suacuteper estructura del puente Chilina radica en la tradicioacuten ycultura que tiene nuestra ciudad tenemos puentes en arco con tiacutempano lleno demamposteriacutea de sillar que fueron construidos hace siglos su caracteriacutestica principales que ese a los terremotos sufridos hace siglos se mantienen firmes por supuestoque sufrieron dantildeos y fueron reforzados mediante la inclusioacuten de concreto reforzadoen columnas vigas y losas Por tanto el concreto reforzado ha prolongado la vida uacutetilde estos puentes por muchos maacutes Es asiacute que nace la idea de plantear puentes dediversas formas como lo indica el manual de puentes de ellas elegir la maacutes adecuaday segura y tambieacuten optar por la solucioacuten mas optima Se ha elegido un puente contres grandes arcos de concreto reforzado de seccioacuten transversal tubular tal como semuestra al detalle maacutes adelante La construccioacuten de estos puentes en arco data dehace mucho antildeos sin embargo actualmente se estaacuten construyendo en los paiacutesesdesarrollados como EEUU el puente de la presa de Hoover entre otros En nuestrocaso abajo del puente no hay un rio muy grande el obstaacuteculo principal es atravesar elvalle del Chilina ya que el rio tan solo tiene un ancho de 50m como maacuteximo en la

zona Por tanto debajo del puente existen zonas agriacutecolas libres que puede se accedermediante una carretera temporal a cada pilar de soporte de los arcos

Fig Etapa constructiva solo se construyen los tres Arcos de concreto reforzado

La estructura principal del puente son tres arcos de concreto reforzado tal como semuestra en el modelo de la figura anterior los mismos que soportan a pilares quenacen de los arcos y dichos pilares sirven de apoyo al tablero del puente Y lascomponentes sismo resistentes que soportar los terremotos del puente son los

poacuterticos que posee pilares y vigas con un detallado del refuerzo de acero especial para que tenga un comportamiento estructural duacutectil asimismo se ha logrado en estos poacuterticos una mayor hiacuteper estaticidad para que se formen rotulas plaacutesticas en las vigasde conexioacuten de los pilares del poacutertico sismo resistente con capacidad de disiparenergiacutea siacutesmica por deformaciones inelaacutesticas en las vigas de conexioacuten y

posteriormente en los pilares Por esta razoacuten estos poacuterticos cumplen una funcioacutenimportante para el puente por ello estos poacuterticos sismo resistente estaacuten conectados enforma monoliacutetica al diafragma del tablero de la losa del puente De esta manera el

poacutertico sismo resistente es absorber la fuerza siacutesmica en forma iacutentegra por ello sus pilares nacen en el suelo con pilotes capaces de soportar grandes esfuerzos decompresioacuten y traccioacuten debido al gran momento de volteo que originan los sismos

La construccioacuten del puente es importante conocer la secuencia que obedecen lasmuacuteltiples etapas constructivas para ello el caacutelculo estructural se ha hecho para todasestas etapas secuenciales de construccioacuten

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El anaacutelisis estructural del puente Chilina se ha elaborado en base al proceso constructivo ylas cargas que actuacutean sobre la estructura durante la vida uacutetil del puente se ha consideradodiversos tipos de cargas como son Carga Muerta (D) carga viva (L) cargas por efectos de

viento (W) Cargas por efectos de cambios de temperatura (T) y cargas por efectossiacutesmicos (E) Ademaacutes se ha considerado en el caacutelculo estructural no lineal debido al proceso constructivo de los arcos de los pilares de los poacuterticos y de los tableros del puente cuyas vigas de soporte son celulares o tipo cajoacuten Por otra parte se ha contempladoel proceso constructivo secuencial mediante un anaacutelisis estructural no lineal asimismo sehan considerado otros tipos de carga como son de frenado aceleracioacuten centrifuga entreotros Y tambieacuten a nivel de disentildeo estructural se contempla ciertas condiciones de trabajo

Para ejecutar el anaacutelisis estructural se uso un software de reconocido prestigio el programaes denominado STRUCTURAL ANALYSIS PROGRAMS (SAP 2000 Versioacuten 1209) elcual contempla tres tipos de elementos estructurales a saber elementos estructurales 1D o

reticular elemento laminar o 2D y el elemento estructural solido 3D El puente fuemodelado usando estos elementos estructurales para precisar la respuesta siacutesmica de laestructura en forma maacutes realista Se uso tambieacuten modelos 1D para verificar los resultadosen forma grosera y asimismo usamos elementos 2D y 1D obteniendo resultados similaresdel anaacutelisis estructural del puente Chilina

31 Del Modelo estructural para el SAPSe ha modelado las cargas por efectos de carga moacutevil mediante un carril (lane) de carga conun ancho de 360m sabiendo que el puente es muy largo y pueden haber sobre el puentevarios camiones a la vez se ha considerado por ello un convoy de camiones el coacutedigoAASHTO indica cuando el puente es de varios carriles puede haber una reduccioacuten de cargasdependiendo del nuacutemero de carriles del puente en este caso seis

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983091983086 983108983109983116 983105983118983105983116983113983123983113983123 983109983123983124983122983125983107983124983125983122983105983116983098

El anaacutelisis estructural del puente Chilina se ha elaborado en base al proceso constructivo ylas cargas que actuacutean sobre la estructura durante la vida uacutetil del puente se ha consideradodiversos tipos de cargas como son Carga Muerta (D) carga viva (L) cargas por efectos de

viento (W) Cargas por efectos de cambios de temperatura (T) y cargas por efectossiacutesmicos (E) Ademaacutes se ha considerado en el caacutelculo estructural no lineal debido al proceso constructivo de los arcos de los pilares de los poacuterticos y de los tableros del puente cuyas vigas de soporte son celulares o tipo cajoacuten Por otra parte se ha contempladoel proceso constructivo secuencial mediante un anaacutelisis estructural no lineal asimismo sehan considerado otros tipos de carga como son de frenado aceleracioacuten centrifuga entreotros Y tambieacuten a nivel de disentildeo estructural se contempla ciertas condiciones de trabajo

Para ejecutar el anaacutelisis estructural se uso un software de reconocido prestigio el programaes denominado STRUCTURAL ANALYSIS PROGRAMS (SAP 2000 Versioacuten 1209) elcual contempla tres tipos de elementos estructurales a saber elementos estructurales 1D o

reticular elemento laminar o 2D y el elemento estructural solido 3D El puente fuemodelado usando estos elementos estructurales para precisar la respuesta siacutesmica de laestructura en forma maacutes realista Se uso tambieacuten modelos 1D para verificar los resultadosen forma grosera y asimismo usamos elementos 2D y 1D obteniendo resultados similaresdel anaacutelisis estructural del puente Chilina

31 Del Modelo estructural para el SAPSe ha modelado las cargas por efectos de carga moacutevil mediante un carril (lane) de carga conun ancho de 360m sabiendo que el puente es muy largo y pueden haber sobre el puentevarios camiones a la vez se ha considerado por ello un convoy de camiones el coacutedigoAASHTO indica cuando el puente es de varios carriles puede haber una reduccioacuten de cargasdependiendo del nuacutemero de carriles del puente en este caso seis

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

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983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

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983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

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983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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Fig El modelo estructural del puente Chilina son tres arcos poacuterticos y pilares apoyados sobre

los arcos los mismos que soportan al tablero del puente

32 Cargas Muertas conformadas por el peso propio de los arcos principales los pilares y poacuterticos sismo resistentes y las vigas transversales de conexioacuten entre los arcos y las trabesde soporte la losa de tablero del puente que es parte prefabricada Todos los elementosconsiderados son de concreto postensado y armado y se ha considerado un peso especiacuteficode 24 tonm2

Cargas Vivas conformada por el peso de los peatones que transitan por el puentehabieacutendose considerado una sobrecarga promedio de 03 tonm2

Cargas moacuteviles se ha considerado las indicadas por el manual de puentes del MTCactualmente vigente considerando seis carriles En la figura siguiente se muestra un camioacutencuya denominacioacuten es HS20-44 coacutedigo ASSHTO que corresponde a un vehiacuteculo de tiposemi trailer en este caso se ha verificado con este tipo de carga pudiendo pasar todo unconvoy de vehiacuteculos seguidos con una separacioacuten miacutenima para producir el maacuteximo esfuerzo

por carga moacutevil en base a ello se ha encontrado una envolvente de cargas de disentildeo con unvehiacuteculo y con ocho camiones en simultaneo u caso extremo por cierto

Fig Camioacuten HS 20-44 AASHTO se ha considerado un convoy de vehiacuteculos uno tras otro

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 7: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

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Carga de Pre esfuerzo Para las dos vigas principales se ha considerado una fuerza de preesfuerzo efectivo de 250ton por cada viga la cual se introduciraacute en la viga a traveacutes del

potenzado de los tendones que tienen la forma de una paraacutebola con excentricidad cero en losextremos

Carga por proceso constructivo secuencial del puente- Para la construccioacuten de las vigasen arco se hace en forma de dovelas en voladizo pero temporalmente requiere sujetarlas porello se ha analizado paso a paso este proceso constructivo secuencial del puente en lafiguras siguientes se muestran estos detalles

Fig Inicio del proceso contructivo de los arcos

El arco se empieza a construir por voladizos sucecivos sin embargo muy largos puede sufriresfuerzos demasiados altos por proceso constructuvo por lo que se opto por formar unaarmadura temporal como se ilustra en el grafico siguiente

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado) y tirante (perfiles de acero)

Fig Inclusion de la armadura en donde el proceso contructivo de los arcos trabajan comoelementos de una armadura trabajan como puntal (concreto reforzado en color gris) y tirante(perfiles de acero en color rojo)

Sin embargo el puente tiene 3 grandes arcos y para construirlos se presentan algunasdificultades que son salvadas haciendo que el arco inicialmente trabaje como una armadura

8102019 MEMORIA DE CALCULO PUENTEpdf

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

8102019 MEMORIA DE CALCULO PUENTEpdf

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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8102019 MEMORIA DE CALCULO PUENTEpdf

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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ver figura de abajo en donde se muestra que los elementos de la armadura mas esbeltos sonlos tensores que son perfiles AISC estaacutendar W12x50 y W14x120 entre otros y algunosdetalles constructivos para su montaje temporal hasta concluir el arco

Fig Armadura con mayor avance de la construccion de los arcos

Fig Modelo del sistema de armadura temporal durante el proceso constructivo de los arcos del

puente Chilina Los tensores son perfiles Wide Flange (W12x50 y W14x120)

Finalmente la construccioacuten del arco se concluye y puede ser desmontado la armadura deldquofalso puenterdquo que se empleo para lograr su construccioacuten los mismos perfiles de acero que

posteriormente podraacuten ser usados como elementos estructurales de puentes peatonales para

la autopista que son necesarios

Fig Arcos en donde se ha desmontado los perfiles de acero que formaban la armadura Ya que elarco es estable cuando se completa y seguidamente se inicia la construccioacuten de los pilares

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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De esta forma es salvado el problema constructivo de los arcos de concreto reforzado maacutesadelante se explica el proceso constructivo y tambieacuten en la memoria de montaje de laarmadura para la construccioacuten del arco se explica en la memoria intitulada ldquofalso puenterdquo yse hace ahiacute un estudio teacutecnico-econoacutemico de la solucioacuten maacutes adecuada

DE LOS MATERIALES

Del acero de pre esfuerzo acero para postensado de la viga principal es calidad ASTM A416grado 270 de baja relajacioacuten este acero de pre esfuerzo seraacute usado para pretensar solo lasvigas del tablero del puente y estas vigas seraacuten prefabricadas o alternativamente seraacuten deconcreto presforzado Las mismas que se montaran sobre los pilares del puente y deberaacutensoportar en este caso las cargas de montaje y peso propio Una vez colocadas dichas vigas seuniraacuten mediante concreto colado in situ y acero de refuerzo convencional en este caso laviga se convertiraacute en continua y trabajara para cargas de servicio en forma hiperestaacutetica estalosa se apoyara sobre disipadores siacutesmicos para puentes similares a la marca Vulco de Chile

Del concreto tendraacute una resistencia de frsquoc= 350 kg-cm

2

para las vigas a postensarse y vigasen arco demaacutes elementos del puente frsquoc=280 kgcm2

983092983086 983108983109983116 983108983113983123983109983249983119 983109983123983124983122983125983107983124983125983122983105983116983098El disentildeo estructural de los elementos estructurales de concreto reforzado y presforzado seha realizado de acuerdo a la norma de disentildeo de puentes del manual del MTC y del coacutedigoAASHTO de tal forma que el disentildeo de todos los elementos estructurales se ha calculado

para los esfuerzos criacuteticos seguacuten los esfuerzos maacuteximos y miacutenimos Estos esfuerzos seobtienen a partir de las condiciones de carga muerta viva por sismo y por efectos de sismo

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

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983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 10: MEMORIA DE CALCULO PUENTE.pdf

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Luego de una combinacioacuten de esfuerzos axiales cortantes por flexioacuten y torsioacuten factorandoseguacuten el tipo de carga se obtiene juegos de combinaciones de esfuerzos de los cuales seencuentran los criacuteticos pero para realizar el disentildeo de todos los elementos estructurales sedisentildea para cada uno de las combinaciones de carga

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8102019 MEMORIA DE CALCULO PUENTEpdf

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8102019 MEMORIA DE CALCULO PUENTEpdf

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 12: MEMORIA DE CALCULO PUENTE.pdf

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8102019 MEMORIA DE CALCULO PUENTEpdf

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

8102019 MEMORIA DE CALCULO PUENTEpdf

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

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Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

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983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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LINEAS DE INFLUENCIA DEL PUENTE CHILINA

Las liacuteneas de influencia nos permiten encontrar la situacioacuten del tren de cargas en este caso

un convoy de camiones en cierta parte del puente para que produzca el caso maacutes criacutetico en el

puente

Fig Linea de influencia de la carga normal en el arco 1 en el apoyo a la derecha

En esta figura se observa que cuando todos los vehiacuteculos estaacuten ubicados en el primer arco se produce

los maacuteximos esfuerzos Por ejemplo si los camiones pasan por todo el puente no seraacute un caso critico

por el contrario restara en lugar de sumar debido a que la liacutenea de influencia como se puede apreciar

tiene una parte positiva y otra negativa Por tanto para calcular el maacuteximo solo se debe cargar el

primer pantildeo y luego el resto no influye significativamente Es asiacute que usando este razonamiento seha aplicado al caacutelculo de los esfuerzos maacutes criacuteticos Existen diversos meacutetodos para encontrar la

envolvente de esfuerzos maacuteximos por carga moacutevil el mismo que se deberaacute combinar con los

esfuerzos por peso propio

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Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

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983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 15: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 1526

Fig Linea de influencia de la fuerza cortante en el arco 1 en el apoyo a la derecha

Fig Linea de influencia del momento flector en el arco 1 en el apoyo a la derecha

8102019 MEMORIA DE CALCULO PUENTEpdf

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

8102019 MEMORIA DE CALCULO PUENTEpdf

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

8102019 MEMORIA DE CALCULO PUENTEpdf

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 16: MEMORIA DE CALCULO PUENTE.pdf

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Fig Linea de influencia de la fuerza cortante en el arco central en el apoyo a la derecha Fuerzaaxial arriba y fuerza cortante abajo

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

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983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

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983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

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983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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Fig Linea de influencia de la fuerza axial arriba y cortante figura de abajo en el centro del arcocentral

Fig Linea de influencia de la torsioacuten arriba flexioacuten abajo en el arco central en el apoyo a laderecha

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2326

ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2426

Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

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983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

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983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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Fig Linea de influencia de la reaccioacuten en el soporte B y en el soporte extremo a la izquierda

CLASE DE CONCRETO

Soacutelo se usaraacuten concretos de densidad normal En los planos se especifican para

cada componente la resistencia a la compresioacuten frsquoc o la clase del concreto

Para losas y elementos de concreto presforzado se usaraacuten concretos con resistencia a

la compresioacuten menor a 28 MPa (280 kgfcm2)

La evaluacioacuten de la resistencia del concreto usado en los trabajos deberaacute ser hechacon probetas ciliacutendricas fabricadas ensayadas y evaluadas de acuerdo con la seccioacuten y delas Especificaciones de la Divisioacuten II del AASHTO

Los concretos de acuerdo a las siguientes clases son

Clase A generalmente usado en todos los elementos estructurales excepto cuandootra clase es maacutes apropiada y especiacuteficamente para concreto expuesto al agua demar

Clase B usado en zapatas pedestales pilares circulares masivos y muros degravedad

Clase C usado en secciones delgadas tal como barandas reforzadas de menos de100 mm de espesor para el relleno de pisos de emparrillados metaacutelicos etc

Clase P se usa cuando se requiere resistencias en exceso de 28 MPa (280 kgfcm2) para concreto presforzado se deberaacute limitar la dimensioacuten nominal del agregado a 20mm y

Clase S se usa para concreto depositado bajo agua y en cajones para sellar elingreso del agua

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

983124983141983160983156 983124983141983160983156 983125983150983145983156983148983141983155983155 983123983141983139 983107983161983139983087983155983141983139 983154983137983140983087983155983141983139 983154983137983140983090983087983155983141983139983090

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

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Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

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Clase AE concretos con aire atrapado deberaacuten ser especificados cuando elconcreto estaacute sujeto a periodos alternantes de hielo y deshielo expuesto aldescongelamiento de sales agua salada u otros ambientes potencialmente dantildeinos

Para concretos Clases A A (AE) y P usado en o sobre agua marina la relacioacutenaguacemento deberaacute especificarse no excederse de 045

Se asume que la resistencia especificada es alcanzada a los 28 diacuteas despueacutes delvaciado Se pueden asumir otros periodos de alcance de resistencia paracomponentes que recibiraacuten cargas en periodos apreciablemente diferentes que los 28diacuteas

COEFICIENTE DE EXPANSIOacuteN TERMICA

El coeficiente de expansioacuten teacutermica deberaacute ser determinada por ensayos delaboratorio en la mezcla especifica a ser usada

En la ausencia de datos maacutes precisos el coeficiente de expansioacuten teacutermica puede

tomarse como 108 x10-6 ordmC para concreto de densidad normal y 90 x x10-6 ordmC paraconcreto ligero

ACORTAMIENTO DE FRAGUA Y ACORTAMIENTO DIFERIDO

Valores del acortamiento de fragua y del ldquoCreeprdquo especificados en esta seccioacuten y enlos artiacuteculos del capiacutetulo de Superestructuras de Concreto seraacuten usados para

determinar sus efectos en la peacuterdida de la fuerza de presforzado en puentes exceptoaquellos construidos en dovelas Estos valores conjuntamente con los del momento deinercia pueden ser usados para determinar los efectos del acortamiento de fragua y

ldquocreeprdquo en las deflexionesEn la ausencia de datos maacutes exactos el coeficiente de acortamiento de fragua puede serasumido en 00002 despueacutes de los 28 diacuteas y 00005 despueacutes de un antildeo de secado

Cuando no se cuenta con datos especiacuteficos de la mezcla estimados del acortamiento defragua y del ldquocreeprdquo pueden hacerse a partir de los artiacuteculos siguientes y tambieacuten de

El modelo del Comiteacute Europeo del Concreto (CEB) - y de la FederacioacutenInternacional de Pre-esforzado (FIP) oacute

El Coacutedigo ACI 209

Para puentes construidos en dovelas un estimado maacutes preciso deberaacuten ser realizadoincluyendo los efectos de Materiales especiacuteficos Dimensiones estructurales Condiciones del lugar y

Meacutetodos Constructivos

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

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983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

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983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

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Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 20: MEMORIA DE CALCULO PUENTE.pdf

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Creep (Deformacioacuten Plaacutestica)

El coeficiente de creep puede estimarse como

donde

H = humedad relativak c = factor por el efecto de la relacioacuten volumen - superficie del componente

k f = factor por el efecto de la resistencia del concreto

t = madurez del concreto (diacuteas)ti = edad del concreto cuando se aplica inicialmente la carga (diacuteas)

frsquoc = resistencia del concreto a los 28 diacuteas en MPa

En la determinacioacuten de la madurez del concreto en la carga inicial un diacutea de curadoacelerado por vapor o calor radiante puede ser tomado como equivalente a siete (7)

diacuteas de curado normalEl aacuterea superficial a ser usada en la determinacioacuten de la relacioacuten volumenaacutereadeberiacutea incluirse solo el aacuterea de la superficie que esteacute expuesta al secado al aire Paralugares pobremente ventilados solamente deberaacute considerarse el 50 del periacutemetrointerior para calcular el aacuterea superficial

Acortamiento de fraguaPara concreto con curado huacutemedo desprovistos de agregados propensos al

acortamiento de fragua la deformacioacuten unitaria debido al acortamiento de fragua Eshen el tiempo t puede formarse como

dondet = tiempo de fraguado (diacuteas)k s = factor de tamantildeo especificado en Fig 2

k h = factor de humedad especificado en Tabla 1

Si el concreto con curado huacutemedo estaacute expuesto a secado antes que hayantranscurrido cinco diacuteas de curado el acortamiento de fragua determinado por laecuacioacuten (1) debe ser incrementado en 20

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

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983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

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983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

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983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

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983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 21: MEMORIA DE CALCULO PUENTE.pdf

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F a c t o r d e

C o r r e c c i oacute n

K s

Para concreto curado al vapor desprovisto de agregados propensos al acortamiento defragua

Tabla 10 Factores de humedad relativa ( k h )

Promedio de humedad relativa k h

40 14350 12960 11470 10080 086

90 043100 000

figura 10 Factor por el efecto de la relacioacuten volumen -superficie del componente

figura 20 Factor de tamantildeo Ks

2544 OTRAS CARACTERIacuteSTICAS

Modulo de ElasticidadEn la ausencia de datos maacutes precisos el moacutedulo de elasticidad Ec para concreto con

densidades entre 1440 y 2500 kgfm3 puede tomarse como

dondedc = densidad del concreto (kgfm3

frsquoc = resistencia especificada del concreto (MPa)

8102019 MEMORIA DE CALCULO PUENTEpdf

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

8102019 MEMORIA DE CALCULO PUENTEpdf

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

983124983105983106983116983109983098 983117983151983140983137983148 983120983141983154983145983151983140983155 983105983150983140 983110983154983141983153983157983141983150983139983145983141983155

983119983157983156983152983157983156983107983137983155983141 983123983156983141983152983124983161983152983141 983123983156983141983152983118983157983149 983120983141983154983145983151983140 983110983154983141983153983157983141983150983139983161 983107983145983154983139983110983154983141983153 983109983145983143983141983150983158983137983148983157983141

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983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983093983097 983088983086983090983096983089983091983096 983089983086983095983094983096 983091983086983089983090983093983096

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983094983097983096 983088983086983093983092983093983094983092 983091983086983092983090983096983092 983089983089983086983095983093983092

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983090983094 983088983086983095983090983095983093983090 983092983086983093983095983089983090 983090983088983086983096983097983094

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983088983095 983088983086983096983094983096983095983091 983093983086983092983093983096983092 983090983097983086983095983097983092

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983089983086983092983096983095983095 983097983086983091983092983095983093 983096983095983086983091983095983093

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983096983095 983089983086983094983095983094983090 983089983088983086983093983091983090 983089983089983088983086983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983096983094 983089983086983095983091983090983093 983089983088983086983096983096983094 983089983089983096983086983093

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

983124983141983160983156 983124983141983160983156 983123983141983139 983124983151983150983085983155983090 983124983151983150983085983155983090 983124983151983150983085983155983090 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155 983151983150983085983149983085983155

983117983119983108983105983116 983117983151983140983141 983091983086983093983093983091983096983094 983085983092983109983085983088983095 983093983091983086983091983094983094983093 983096983086983091983109983085983088983095 983085983089983096983088983097983086983094 983085983088983086983088983088983088983092 983089983092983093983091983094983086983095 983089

983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094 983090983086983097983109983085983088983095 983093983086983092983093983095983090983097 983085983089983109983085983088983095 983085983091983093983090983086983090 983088983086983088983088983088983089983091 983096983095983093983094983086983090983090 983089983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089 983089983086983092983109983085983088983094 983085983090983093983086983090983095 983085983090983109983085983088983094 983095983097983089983086983096983092983090 983088983086983088983088983089983094983089 983085983091983091983090983097983086983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983091983095983092983093983091 983085983089983109983085983088983094 983085983088983086983096983092983094983094 983090983086983090983109983085983088983094 983085983090983093983086983097983096983089 983085983088983086983088983088983090983089 983089983092983094983091983086983097983090 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983093983089983089983089 983085983089983093983086983096983092983091 983085983092983109983085983088983094 983093983086983088983092983093983092983092 983091983093983086983091983089983096983089 983085983089983091983092983088983086983092 983089983089983088983086983097983088983092 983089

983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095 983089983092983086983094983097983091983093 983089983086983097983109983085983088983094 983093983086983088983088983090983090983095 983091983093983086983088983089983093983096 983085983089983089983091983089983086983089 983085983089983088983090983086983096983094 983089

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983093 983085983097983109983085983088983094 983093983086983090983091983088983090983094 983090983086983091983109983085983088983093 983085983089983088983088983086983089983092 983085983088983086983088983089983093983090 983089983095983088983090983086983090983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 22: MEMORIA DE CALCULO PUENTE.pdf

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Moacutedulo de PoissonA menos que sea determinado por ensayos fiacutesicos el moacutedulo de Poisson puedeasumirse igual a 02 Para componentes que se espera esteacuten sujetos a agrietamiento elefecto del moacutedulo de Poisson puede ser despreciado

Moacutedulos de Ruptura

A menos que sea determinado por pruebas fiacutesicas el moacutedulo de ruptura fr en MPa

puede ser tomado como para concreto de densidad normal

Resistencia a la TraccioacutenLa resistencia a la traccioacuten directa puede determinarse ya sea usando ASTM C900-87ldquoMeacutetodo Estaacutendar de Prueba para la Resistencia a la Traccioacuten Directa del concreto

endurecidordquo o el meacutetodo de resistencia a la traccioacuten por separacioacuten de acuerdo conASTM C496-90 ldquoMeacutetodo Estaacutendar para la Resistencia a la Traccioacuten por separacioacuten de

probetas ciliacutendricas de concretordquo

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

8102019 MEMORIA DE CALCULO PUENTEpdf

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Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

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983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

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983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

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983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 23: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

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ANEXOS

Modelo del puente en la 3era etapa de cosntruccion se modela como una armadura endonde los elementos robustos trabajan principalmente a compresion y los esbeltos aflexion

Diagramas de momentos flectores 3era etapa constructiva el comportamientoestructural que prevalece es el de armadura y no de marco rigido

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2426

Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

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Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 24: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2426

Deformada del puente se comporta como armadura se podria tensar si se desea revertir

la deformacion a cero en esta etapa no se ejecuta cuando se hace la conexioacuten con el otrolado del arco o completar se puede recuperar la deformacion minima que sufrio y unir elarco similar al montaje de estructuras metalicas

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

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983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

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983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 25: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2526

983124983105983106983116983109983098 983117983151983140983137983148 983120983141983154983145983151983140983155 983105983150983140 983110983154983141983153983157983141983150983139983145983141983155

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983117983119983108983105983116 983117983151983140983141 983090983086983093983096983088983091983094983089 983088983086983091983096983095983093983092 983090983086983092983091983093 983093983086983097983090983097983090983117983119983108983105983116 983117983151983140983141 983090983086983088983096983088983091983089983091 983088983086983092983096983088983095 983091983086983088983090983088983091 983097983086983089983090983090983091

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983117983119983108983105983116 983117983151983140983141 983089983086983089983091983094983088983095983089 983088983086983096983096983088983090983091 983093983086983093983091983088983094 983091983088983086983093983096983096

983117983119983108983105983116 983117983151983140983141 983089983086983088983096983090983097983092983095 983088983086983097983090983091983092983089 983093983086983096983088983089983097 983091983091983086983094983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983094983094 983089983086983088983088983089 983094983086983090983096983097983095 983091983097983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983090983094 983089983086983089983090983096983089 983095983086983088983096983096983090 983093983088983086983090983092983091

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093983091 983089983086983090983091983095983096 983095983086983095983095983095983094 983094983088983086983092983097983090

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096983089 983089983086983090983095983089983094 983095983086983097983097 983094983091983086983096983092983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092983092 983089983086983091983091983091983092 983096983086983091983095983096983090 983095983088983086983089983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983090983097 983089983086983091983091983095983095 983096983086983092983088983093983091 983095983088983086983094983092983097

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093983090 983089983086983092983090983088983096 983096983086983097983090983094983097 983095983097983086983094983096983097

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983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089983092 983089983086983092983097983091 983097983086983091983096983088983093 983096983095983086983097983097983092

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983089983086983093983091983089983091 983097983086983094983090983089983095 983097983090983086983093983095983096

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983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096983089 983089983086983095983094983095983093 983089983089983086983089983088983093 983089983090983091983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983089983086983096983088983092983094 983089983089983086983091983091983097 983089983090983096983086983093983094

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983093983096 983089983086983097983089983092 983089983090983086983088983090983094 983089983092983092983086983094983091

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983093983097 983089983086983097983093983089983096 983089983090983086983090983094983091 983089983093983088983086983091983097

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983090983093 983089983086983097983097983094983091 983089983090983086983093983092983091 983089983093983095983086983091983091

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983095983097 983090983086983088983092983090983094 983089983090983086983096983091983092 983089983094983092983086983095983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091983090 983090983086983089983091983095983093 983089983091983086983092983091 983089983096983088983086983091983096

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095983090 983090983086983091983088983097983094 983089983092983086983093983089983090 983090983089983088983086983093983097

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093983090 983090983086983092983094983096983096 983089983093983086983093983089983090 983090983092983088983086983094983090

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092983092 983090983086983093983094983090983093 983089983094983086983089983088983089 983090983093983097983086983090983091

Tabla Periodos y Frecuencias Modales Se muestran los resultados para 30 modos devibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

983124983105983106983116983109983098 983117983151983140983137983148 983120983137983154983156983145983139983145983152983137983156983145983151983150 983110983137983139983156983151983154983155

983157983156983152983157983156983107983137 983156983141983152983124983161983152983141 983120983141983154983145983151983140 983125983128 983125983129 983125983130 983122983128 983122983129 983122983130 983151983140983137983148983117983137

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983117983119983108983105983116 983117983151983140983141 983088983086983096983096983094983092983091 983085983089983109983085983088983093 983085983090983086983093983089983097983094 983090983086983096983109983085983088983093 983085983089983088983092983086983096983090 983085983088983086983088983090983090983093 983089983091983090983095983086983091983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten

Page 26: MEMORIA DE CALCULO PUENTE.pdf

8102019 MEMORIA DE CALCULO PUENTEpdf

httpslidepdfcomreaderfullmemoria-de-calculo-puentepdf 2626

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983117983119983108983105983116 983117983151983140983141 983089983086983096983091983090983095 983085983089983096983086983092983088983092 983090983086983093983109983085983088983095 983085983088983086983092983092983095983097 983085983091983086983089983091983093983093 983089983092983088983097983086983092983090 983089983090983096983086983096983090983094 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983097983097983096983097983095 983085983088983086983097983097983095983089 983090983086983095983109983085983088983094 983085983089983091983086983088983088983091 983085983097983089983086983088983089983096 983091983090983092983096983086983091983096 983094983086983097983095983097983093983093 983089

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983117983119983108983105983116 983117983151983140983141 983088983086983096983088983095983096983093 983090983086983094983109983085983088983094 983085983090983086983089983090983092983092 983085983093983109983085983088983094 983085983089983096983095983086983094 983088983086983088983088983091983095983097 983085983089983089983092983089983086983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983096983094983091983096 983085983092983086983090983095983097983093 983092983086983089983109983085983088983094 983090983097983086983093983096983095983091 983090983088983095983086983089983089983089 983085983091983091983091983092983086983095 983090983097983086983097983093983095983091 983089983117983119983108983105983116 983117983151983140983141 983088983086983095983092983097983097983092 983089983086983089983109983085983088983093 983092983086983089983096983095983089983091 983085983090983109983085983088983093 983085983089983096983093983086983090983094 983088983086983088983089983088983089983091 983096983094983089983086983090983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983092983095983093983091 983085983089983086983090983097983095983093 983085983089983109983085983088983094 983090983095983086983091983097983090983093 983089983097983089983086983095983092983096 983085983095983097983095983093983086983090 983097983086983088983096983090983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983095983088983091983096983093 983094983086983091983109983085983088983094 983085983091983086983091983093983092983095 983085983097983109983085983088983094 983090983092983092983086983097983096983090 983088983086983088983088983094983089983097 983085983091983089983094983086983088983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983095983090983089983096 983085983092983109983085983088983094 983085983092983086983096983094983090983091 983093983086983096983109983085983088983094 983085983091983091983086983094983097983092 983085983088983086983088983088983091983095 983085983089983088983092983088983086983094 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983094983097983096983089 983092983090983086983090983096983095 983085983096983109983085983088983095 983085983088983086983096983091983088983089 983085983093983086983096983089983088983091 983090983093983091983096983086983088983097 983085983090983097983094983086983088983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983094983093983091983088983090 983085983089983092983086983097983093983096 983089983086983094983109983085983088983094 983085983094983086983090983093983095983093 983085983092983091983086983096983088983091 983090983091983089983089983086983090983095 983089983088983092983086983095983088983091 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983097983094983093983097 983085983089983109983085983088983093 983090983086983094983089983097983093983096 983092983086983089983109983085983088983094 983092983096983086983088983092983091983096 983085983088983086983088983088983091983093 983085983091983093983086983095983089983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983095983095983089983097 983091983086983089983088983091983095983092 983085983090983109983085983088983093 983090983086983097983095983091983093983096 983090983088983086983096983089983093983092 983089983089983090983095983086983090983092 983085983090983089983086983095983091983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983094983093983095983096 983096983086983092983109983085983088983094 983085983092983086983092983092983090983093 983085983091983109983085983088983094 983085983090983095983086983090983097983093 983088983086983088983088983090983094983095 983085983092983093983097983086983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983093983092983089983092 983085983089983109983085983088983093 983088983086983096983092983096983091983097 983090983109983085983088983094 983085983095983089983086983089983091983091 983085983088983086983088983088983089983090 983085983091983086983093983091983092983089 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983090983090983092983094 983085983090983109983085983088983093 983085983089983086983097983090983097983091 983091983086983093983109983085983088983094 983085983089983088983097983086983089983096 983085983088983086983088983088983090983092 983085983089983094983088983094983086983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983089983090983091983094 983094983086983091983091983088983089 983089983086983093983109983085983088983093 983090983088983086983096983090983095983095 983089983092983093983086983095983097983091 983085983090983094983089983089983086983089 983085983092983092983086983091983088983093 983089

983117983119983108983105983116 983117983151983140983141 983088983086983093983088983088983097983091 983085983089983109983085983088983093 983089983086983093983091983090983096983092 983091983086983089983109983085983088983094 983096983095983086983088983093983093983091 983085983088983086983088983088983089983095 983096983089983096983086983090983090983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983096983097983093983096 983095983086983089983109983085983088983094 983085983093983086983097983089983097983094 983089983086983097983109983085983088983095 983091983095983086983092983095983094983095 983088983086983088983088983088983091983093 983085983089983089983088983088983086983092 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983094983095983096983091 983089983086983097983088983094983096983095 983089983086983090983109983085983088983093 983085983090983094983086983091983089983093 983085983089983096983092983086983090 983089983089983097983095983097983086983090 983085983089983091983086983091983091983097 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983091983090983097983095 983085983090983109983085983088983093 983085983090983086983094983089983093983095 983085983089983109983085983088983094 983092983095983086983089983096983096983096 983085983088983086983088983088983088983093 983090983092983096983086983095983089983096 983089

983117983119983108983105983116 983117983151983140983141 983088983086983092983088983093983088983093 983089983086983088983095983090983092983089 983093983086983095983109983085983088983094 983089983089983086983096983095983091983090 983096983091983086983089983089983090983090 983085983091983088983093983089983086983095 983085983095983086983093983088983089983095 983089

983117983119983108983105983116 983117983151983140983141 983088983086983091983097983088983090983092 983089983086983089983109983085983088983093 983089983086983091983094983093983092983089 983089983086983089983109983085983088983093 983085983095983089983086983094983096983089 983085983088983086983088983088983094983093 983085983089983093983090983086983090983096 983089

Tabla Factores de Participacioacuten Modal Se muestran los resultados para 30 modos de

vibracioacuten Para el anaacutelisis y disentildeo final se consideraron 50 modos de vibracioacuten