tesis albañileria confinada

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PROYECTO EDIFICACION DE 5 PISOS EN ALBAÑILERIA CONFIN1 INFORMACION GENERAL

UBICACIÓN DEL PROYECTCHICLAYO VIVIENDA

SISTEMA DE TECHADO :Loza maciza en dos direcciones e =PERALTE VIGAS SOLERAS 0.20 mPERALTE VIGAS DINTELES 0.30 mAZOTEA NO UTILIZABLEALTURA DE PISO : 2.60 mANCHO DE PUERTA : 0.80 mALTURA DE ALFEIZER : 1.00 mALTURA DE ALFEIZER S.H. > 1 m :0.00 mLONGITUD VENTANAS EN DORMITORIO2.60 mLONGITUD VENTANAS EN COCINA1.30 mLONGITUD VENTANAS EN SALA COMED3.20 mALTURA DE VENTANAS SALA-COMEDO 1.45 m

ALTURA DE VENTANAS EN DORMITORI 1.45 mALTURA DE VENTANAS S.H. 0.00 m

2 CARACTERISTICAS DE LOS MATERIALESALBAÑILERIALADRILLOS CLASE IV SOLIDOS (30% HUECOS ) TIPO KING KONGARCILLA t = 0.13 m f'b =145 kg/cm²MORTERO TIPO P2 CEMENTO ARENA 1:2PILAS : RESISTENCIA CARACTERISTICAS A COMPRESSION

F'M = 65 Kg/cm² 650 TN/m² (LADRILLO INDUSTRIAL)

MURETES: RESISTENCIA CARACTERISTICA A CORTE PUROV'M =8.1 Kg/cm² 81 TN/m²MODULO ELASTICIDAD Em = 500* F'MEm =32500 ###########MODULO DE CORTE Gm = 0.4* Em Gm =13000 ###########MODULO DE POISSON v = 0.25 0.25CONCRETORESISTENCIA NOMINAL A LA COMPRESIONf 'c = f'c =210MODULO DE ELASTICIDAD Ec = 15 000 v f'cEc = Ec = ###########

###########ACERO DE REFUERZOCORRUGADO GRADO 60 f' y =4200 Kg/cm² 10 4.2 TN/ cm²

3 CARGAS UNITARIASPESOS VOLUMETRICOS* PESOS VOLUMETRICOS CONCRETO A ɣc = ɣ= 2.4 TIN/M³2.4 TN/m³* PESO VOLUMETRICO ALBAÑILERIAɣa = ɣ= 1.8 TIN/M³1.8 TN/m³* PESO VOLUMETRICO AL TARRAJEOɣt = ɣ= 2.0 TIN/M³2.0 TN/m³

USO :



TECHOS* PESO PROPIO DE LA LOSA DE TECHO2.4 TN/m³*0.12 = 0.288 Tn/M² 0.360 TN/m²* SOBRECARGA ( INCLUSO EN ESCALERA ) 0.2 TN/M² 0.2 Tn/m²Excepto la azotea 0.1 TN/M²* ACABADOS0.1 TN/M²

MUROS*ESPESOR DE TARRAJEO0.02 m* PESO DE LOS MUROS DE ALBAÑILERIA CON 0.01 m DE TARREJEO1.8TN/m³*0.13 + 2TN/m³* 0.020.274 TN/m²* PESO DE LOS MUROS DE CONCRETO CON 0.01 m DE TARREJEO2.4TN/m³*0.13 + 2TN/m³* 0. 0.352 TN/m²PESO DE LAS VENTANAS0.020 TN/m²

4 ESTRUCTURACIONMuros : La estructura esta compuesta en sus dos direcciones principalmente por murose ha considerado conveniente colocar Placas de concreto armadopara compensar rigideces y evitar problemas de torsion .

5 PREDIMENSIONAMIENTO5.1.- ESPESOR DEL MURO " t "COSTA : ZONA SISMICA III , ESPESOR MINIMO, DESCONTANDO LOS TARR

t = h/20 t = 0.13 m DONDE h : ALTURA LIBRE ALBAÑILERIESPESOR EF t =0.13 m t' = TENTATIVO 0.15 m

5.2.- DENSIDAD MINIMA DE MUROS REFORZADOSDONDE L : Longitud de muro incluyendo columnas ( L > 1.20 m )t : ESPESOR EFECTIVO DE MUROS ( EXCEPTO C° A° )Ap : AREA DE PLANTA

Z = 0.40 Costa Zona IIIU = 1 Uso : ViviendaS = 1.20 Suelos intermediosN = 5 Número de pisos

Σ L* t = Z U S N 2.4 0.042857143Ap 56 56

DENSIDAD DE MUROS REFORZADOSDIRECCCION X -X

MURO L ( m ) t ( m ) Ac ( m² ) NmMX1 1.550 0.25 0.3875 1MX2 1.325 0.25 0.3313 1



MX3 1.900 0.25 0.4750 1MX4 1.750 0.13 0.2275 1MX5 1.750 0.13 0.2275 1MX6 1.500 0.13 0.1950 1MX7 1.450 0.13 0.1885 1MX8 1.500 0.13 0.1950 1MX9 1.550 0.25 0.3875 1MX10 1.725 0.25 0.4313 1MX11 2.375 0.25 0.59375 1

Σ L* t= 3.63975

AREA EN PLANTALARGO =9.35 m Ap =###########ANCHO =10.95 m

Σ L* t >= Z U S N 0.042857143

Ap 560.03555 0.04286Aumentar espesor de muros o colocar Placas

DIRECCCION Y -YMURO L ( m ) t ( m ) Ac ( m² ) NmMY1 10.95 0.13 1.4235 1MY2 5.35 0.13 0.6955 1MY3 5.35 0.13 0.6955 1MY4 4.05 0.13 0.5265 1MY5 4.70 0.13 0.6110 1

MY6 1.80 0.13 0.2340 1MY7 1.80 0.13 0.2340 1MY8 2.10 0.13 0.2730 1MY9 2.10 0.13 0.2730 1MY10 3.40 0.13 0.4420 1

Σ L* t = 4.563

Σ L* t >= Z U S N 0.042857143Ap 56

0.04457 0.04286O.K

5.3.- VERIFICACION DEL ESFUERZO AXIAL POR CARGAS DE GRAVEDAD

Fa = 0.2 F'm [ 1 - ( h/(35 * t ))² ] <= 0.15 * F'mFa = 87.55 TN/m² < 0.15 * F'm = 97.50 TN/m²



MURO MAS ESFORZADO (Y2 ) Y CONTEMPLANDO AL 100 % DE SOBRECARGA,SE TIENE SOBRE UNA LONGITUD UNITARIA DE MUROANCHO TRIBUTARIO DE LOSA1.30m (DORMITORIO) +1.60 m( SALA - COMEDOR

a =2.90 mEspesor de mur t =0.13 m

CARGA PROVENIENTE DE LA LOSA AZOTEA*Peso de loza 0.360 TN/m²*Sobrecarga 0.1 TN/m² Σ 1.6240 TN/m*Acabados 0.1 TN/m²

CARGA PROVENIENTE DE LA LOSA EN PISOS TIPICOS*Peso de losa 0.360 TN/m²*Sobrecarga 0.2 TN/m² Σ 1.914 TN/m*Acabados 0.1 TN/m²

PESO PROPIO DEL MURO EN UN PISO TIPICO* Peso de muro (1.8 TN/m³ * 0.13 m +2.0 TN/m³ *0.02)*2.6

0.712 TN/mCARGA AXIAL TOTAL ( Pm )

Pm = 12.842 TN/m

ESFUERZO AXIAL MAXIMOσ

σ = ########### > Fa = 87.55 TN/m²Aumentar espesor de muro, mejorar f'm ó hacer f´m= f'c



0.15 m

Kg/cm²Kg/cm²TN/m²



confinados .

(Tarrajeado)



O.K.



)



PROYECTO EDIFICACION DE 5 PISOS EN ALBAÑILERIA CONFINADA

1 INFORMACION GENERALUBICACIÓN DEL PROYECTCHICLAYO

VIVIENDASISTEMA DE TECHADO : L e 0.15 m

PERALTE VIGAS SOLERAS 0.20 mPERALTE VIGAS DINTELES 0.30 mAZOTEA NO UTILIZABLEALTURA DE PISO : 2.60 mANCHO DE PUERTA : 0.80 mALTURA DE ALFEIZER : 1.00 mALTURA DE ALFEIZER S.H. > 1 m :2.00 mLONGITUD VENTANAS DORMITORIOS2.60 mLONGITUD VENTANAS EN COCINA1.30 mLONGITUD VENTANAS EN SALA COMED3.20 m

ALTURA DE VENTANAS SALA-COMEDO 1.45 mALTURA DE VENTANAS EN DORMITORI 1.45 mALTURA VENTANAS S.H. 0.00 m

2 CARACTERISTICAS DE LOS MATERIALESALBAÑILERIALADRILLOS CLASE IV SOLIDOS (30% HUECOS ) TIPO KING KONGARCILLA t = 0.13 m f'b =145 kg/cm²MORTERO TIPO P2 CEMENTO ARENA 1:2PILAS : RESISTENCIA CARACTERISTICAS A COMPRESSION

F'M = 65 Kg/cm² 650 TN/m² (LADRILLO INDUSTRIAL)

MURETES: RESISTENCIA CARACTERISTICA A CORTE PUROV'M =8.1 Kg/cm² 81 TN/m²

MODULO ELASTICIDAD Em = 500* F'MEm =32500 ###########MODULO DE CORTE Gm = 0.4* Em Gm =13000 ###########MODULO DE POISSON v = 0.25 0.25

CONCRETORESISTENCIA NOMINAL A LAf 'c = ########### f'c = 2 100 TN/m²

MODULO DE ELASTICIDAD EEc =########### Ec = Kg/cm²########### TN/m²

MODULO DE POISSON ( v V =0.20ACERO DE REFUERZOCORRUGADO GRADO 60 f' y =########### 10 4.2 TN/ cm²

3 CARGAS UNITARIASPESOS VOLUMETRICOS

USO :



* PESOS VOLUMETRICOS CONCRETO A ɣc = ɣ= 2.4 TIN/M³2.4 TN/m³* PESO VOLUMETRICO ALBAÑILERIAɣa = ɣ= 1.8 TIN/M³1.8 TN/m³* PESO VOLUMETRICO AL TARRAJEOɣt = ɣ= 2.0 TIN/M³2.0 TN/m³TECHOS* PESO PROPIO DE LA LOSA DE TECHO2.4 TN/m³*0.25 m = 0.288 Tn/M² 0.360 TN/m²* SOBRECARGA ( INCLUSO EN ESCALERA ) 0.2 Tn/m²0.200 TN/m²Excepto la azotea 0.100 TN/m²* Acabados : 0.100 TN/m²

MUROS*ESPESOR DE TARRAJEO0.02 m* PESO DE LOS MUROS DE ALBAÑILERIA CON 0.01 m DE TARREJEO1.8TN/m³*0.13 + 2TN/m³* 0.020.274 TN/m²* PESO DE LOS MUROS DE CONCRETO CON 0.01 m DE TARREJEO2.4TN/m³*0.13 + 2TN/m³* 0. 0.352 TN/m²PESO DE LAS VENTANAS0.020 TN/m²

4 ESTRUCTURACIONMuros : La estructura esta compuesta en sus dos direcciones principalmente por muroconfinados . Se ha considerado conveniente colocar Placas de concreto armado para compensar rigideces y evitar problemas de torsion .

5 PREDIMENSIONAMIENTO5.1.- ESPESOR DEL MURO " t "COSTA : ZONA SISMICA III , ESPESOR MINIMO, DESCONTANDO LOS TARR

t = h/20 t = 0.13 m DONDE h : ALTURA LIBRE ALBAÑILERIESPESOR EF t =0.13 m t' = TENTATIVO 0.15 m

(Tarrajeado)5.2.- DENSIDAD MINIMA DE MUROS REFORZADOSDONDE L : Longitud de muro incluyendo columnas ( L >1.20 m )t : ESPESOR EFECTIVO DE MUROS ( EXCEPTO C° A° )Ap : AREA DE PLANTA

Z = 0.40 Costa Zona IIIU = 1 Uso ViviendaS = 1.20 Suelos intermediosN = 5 Número de pisos

Σ L* t = Z U S N 2.4 0.042857143

Ap 56 56DENSIDAD DE MUROS REFORZADOSDIRECCCION X -X

MURO L ( m ) t ( m ) Ac ( m² ) NmMX1 1.550 0.25 0.3875 1MX2 1.325 0.25 0.3313 1MX3 1.900 0.25 0.4750 1MX4 1.750 0.13 0.2275 1



MX5 1.750 0.13 0.2275 1MX6 1.500 0.13 0.1950 1MX7 1.450 0.13 0.1885 1MX8 1.500 0.13 0.1950 1MX9 1.550 0.25 0.3875 1MX10 1.725 0.25 0.4313 1MX11 2.375 0.25 0.5938 1

Σ L* t= 3.6398En las placas de C° A° debe multiplicarse el espesor del muro por la relación n =Ec /Epara concreto f'c = 210 Kg/cm² es n = 6.69 , entonces 0.13 m*6.69 = 0.87 m

AREA EN PLANTALARGO =9.35 m Ap =###########ANCHO =10.95 m

Σ L* t >= Z U S N 0.042857143

Ap 560.03555 0.04286Aumentar espesor de muros o colocar Placas

DIRECCCION Y -YMURO L ( m ) t ( m ) Ac ( m² ) Nm

Y1 10.95 0.13 1.4235 1Y2 5.35 0.13 0.6955 1Y3 5.35 0.13 0.6955 1Y4 4.05 0.13 0.5265 1

Y5 4.70 0.13 0.6110 1Y6 1.80 0.13 0.2340 1Y7 1.80 0.13 0.2340 1Y8 2.10 0.13 0.2730 1Y9 2.10 0.13 0.2730 1Y10 3.40 0.13 0.4420 1

Σ L* t = 4.9400

Σ L* t >= Z U S N 0.042857143Ap 56

0.04825 0.04286CUMPLE

5.3.- VERIFICACION DEL ESFUERZO AXIAL POR CARGAS DE GRAVEDADNueva f'm f'm = 810 TN/m²

Fa = 0.2 f'm [ 1 - ( h/(35 * t) )² ] <= 0.15 * F'mFa = ########### < 0.15 * f'm = ###########

CUMPLE



MURO MAS ESFORZADO (Y2 ) Y CONTEMPLANDO AL 100 % DE SOBRECARGA,SOBRE UNA LONGITUD UNITARIA DE MUROANCHO TRIBUTARIO DE LOSA1.30m (DORMITORIO) +1.60 m( SALA - COMEDOR

a =2.90 m

CARGA PROVENIENTE DE LA LOSA AZOTEA*Peso de losa 0.360 TN/m²*Sobrecarga 0.1 TN/m² Σ 1.6240 TN/m*Acabados 0.1 TN/m²

CARGA PROVENIENTE DE LA LOSA EN PISOS TIPICOS*Peso de loza 0.360 TN/m²*Sobrecarga 0.2 TN/m² Σ 1.914 TN/m*Acabados 0.1 TN/m²

PESO PROPIO DEL MURO EN UN PISO TIPICO* Peso de muro (1.8 TN/m³ * 0.13 m +2.0 TN/m³ *0.02)*2.6

0.712 TN/mCARGA AXIAL TOTAL ( Pm )

Pm = 12.842 TN/m

ESFUERZO AXIAL MAXIMOσ

σ = ########### < Fa = ###########

CUMPLEEn consecuencia por carga vertical, se ha cambiado a una nueva calidad de albañileria f'm = 81 Kg/cm2

6 METRADO DE CARGAS6.1 CARGAS DIRECTAS

* Zonas de puertas ( Piso típico y azotea )0.0936 TN/m* Zona de muros de albañileria ( Piso Típico )0.7592 TN/m* Zona de muros de albañileria ( Azotea )0.4030 TN/m* Zona de Placas ( Piso Tipico ) 0.9620 TN/m* Zona de Placas ( Azotea ) 0.5044 TN/m* Zona de alfeizares h= 1 m (Piso tipico)0.3966 TN/m* Zona de alfeizares h= 1 m (Azotea)0.0936 TN/m* Zona de alfeizares h= 1.8 m (Piso tipico)0.0000 TN/m* Zona de alfeizares h= 1.8 m (Azotea)0.0000 TN/m

ESCALERACarga viva wL =0.200 TN/m²Acabados wacb=0.100 TN/m²Espesor garg t =0.12 m



Contrapaso cp =0.175 m CUMPLE O.K.paso p =0.25 m CUMPLE2*Contrapaso 2 cp + p =0.60 m CUMPLE O.K.Carga losa es wlesc =0.288 TN/m²Carga perman wD =0.388 TN/m²los apoyosCarga tramo i wpp =0.562 TN/m²Carga perman wD =0.662 TN/m²el tramo inclinado

Según el R.N.C.p ≥ 0.25 m

0.15 m ≤ cp ≤ 0.175 m0.60 m≤ 2 cp + p ≤ 0.64 m

0.935 m 2.00 m 0.935 m

0.130 m

wL = 0.200 TN/m²

0.662 TN/m²wD = 0.388 TN/m² wD= 0.388 TN/m²



1.00 m 2.00 m 1.00 mReacciones en los apoyos

R D =1.050 TN/m R L =0.400 TN/m

ZONA PISO TIPICO AZOTEAPuertas 0.094 TN/m 0.094 TN/mMuros albañil 0.759 TN/m 0.403 TN/mPlacas X 0.962 TN/m 0.504 TN/mAlfeizar h= 1 0.397 TN/m 0.094 TN/m

Alfeizar h= 1.8 0.000 TN/m 0.000 TN/mEscalera 1.050 TN/m ---- WL = 0.400 TN/m

6.2 CARGAS INDIRECTASPiso tipico AzoteaWD ( Peso propio y acabados ) WD ( Peso propio y acabados )Peso propio = ########### Peso propio = ########### ###########Acabados ########### Acabados = ######################

WD =########### WD =########### ###########WL =########### WL =######################

AI ( m2 ) PD = AI * WD PL = AI * WL AI ( m2 ) AI ( m2 )

MX1 2.4 1.104 0.480 2.4 2.4Mx2 3.5 1.61 0.700 3.5 3.5MX3 2.9 1.334 0.580 2.9 2.9Mx4 4.7 2.162 0.940 4.7 4.7Mx5 5 2.3 1.000 5 5Mx6 2.7 1.242 0.540 2.7 2.7Mx7 1.6 0.736 0.320 1.6 1.6Mx8 3 1.38 0.600 1.5Mx9 2.6 1.196 0.520 2.1

Tabla Nº 02 Cargas Directas ( Tn/m)

TABLA Nº 03 CARGAS INDIRECTAS

MUROPISO TIPICO AZO



Mx10 1.8 0.828 0.360 1.23Mx11 2.7 1.242 0.540 1.24MY1 5.8 2.668 1.160 5.8 5.8MY2 6.7 3.082 1.340 6.7 6.7MY3 5.2 2.392 1.040 5.2 5.2MY4 4.7 2.162 0.940 4.7 4.7MY5 4.5 2.07 0.900 4.5 4.5MY6 4.7 2.162 0.940 4.7 4.7MY7 3.6 1.656 0.720 3.6 3.6MY8 3.58 1.6468 0.716 3.58 3.58MY9 1.15 0.529 0.230 1.23MY10 2 0.92 0.400 1.5

6.3 CARGAS POR NIVEL Y CENTRO DE GRAVEDAD

ZONA MURO PUERTA ALFEIZ. 1 m ESCALERA LFEIZ. 1.8 mMUROMX1 1.55 0.55Mx2 1.33 1.1MX3 1.90 1.1Mx4 1.75 0.4Mx5 1.75 0.4Mx6 1.50 0.4Mx7 1.45 0.4Mx8 1.50 0.4Mx9 1.55 0.55Mx10 1.73 1.1Mx11 2.38 0.75 0.55MY1 10.95 0.55MY2 5.35 0.8 0.55MY3 5.35 1.1MY4 4.05 0.475 0.55MY5 4.70 0.475

MY6 1.80MY7 1.80 0.8MY8 2.10 0.4MY9 2.10 0.4MY10 3.40 0.475 0.55

W5 =Ycg =

TABLA N º 05 A NIVEL DCARGAS DIRECTAS

LONGITUDES DE INFLUENCIA ( m )



ZONA MURO PUERTA ALFEIZ. 1 m ESCALERA LFEIZ. 1.8 mMURO

MX1 1.55 0 0.55 0MX2 1.33 0 1.1 0MX3 1.90 0 1.1 0MX4 1.75 0.4 0 0MX5 1.75 0.4 0 0MX6 1.50 0.4 0 0MX7 1.45 0.4 0 0MX8 1.50 0.4 0 0MX9 1.55 0 0.55 0MX10 1.73 0 1.1 0

MX11 2.38 0 0.75 0.55MY1 10.95 0 0.55 0MY2 5.35 0.8 0.55 0MY3 5.35 0 1.1 0MY4 4.05 0.475 0.55 0MY5 4.70 0.475 0 0MY6 1.80 0 0 0MY7 1.80 0.8 0 0MY8 2.10 0.4 0 0MY9 2.10 0.4 0 0

MY10 3.40 0.475 0 0.55Con la informacion de la Tabla N º 06 se obtiene : W1 =

para el piso tipico i = 1, 2, 3, 4 Ycg =

Este peso ( con 25 % de sobrecarga ) repartido por unidad de area de planta resulta :

Longitud =9.35 m Ϭ = 0Ancho =10.95 m

Area de planta =###########

6.4 PESO TOTAL DEL EDIFICIO Y CARGAS ACUMULADAS

MURO L ( m ) AZOTEA PISO TIPICO PISO 5 PISO 5MX1 1.55 1.84013 2.61889 1.84013 1.84013MX2 1.33 2.334435 3.2272 2.334435 2.334435MX3 1.90 2.27516 4.794676002 2.27516 2.27516

TABLA N º 07 CARGAS DE GRAVEDADCARGAS POR NIVEL Car

TABLA N º 06 A NIVEL DE PCARGAS DIRECTAS

LONGITUDES DE INFLUENCIA ( m )



MX4 1.75 3.02219 3.76304 3.02219 3.02219MX5 1.75 3.16769 3.91604 3.16769 3.16769MX6 1.50 1.95144 2.55324 1.95144 1.95144MX7 1.45 1.39779 1.95428 1.39779 1.39779MX8 1.50 3.45494 2.70624 3.45494 3.45494MX9 1.55 3.92563 2.72089 3.92563 3.92563MX10 1.73 3.320135 2.66388 3.320135 3.320135MX11 2.38 3.306825 3.47755 3.306825 3.306825MY1 10.95 6.64683 11.48937 6.64683 6.64683MY2 5.35 4.56191 7.77173 4.56191 4.56191MY3 5.35 4.00501 7.14998 4.00501 4.00501MY4 4.05 3.46439 5.73435 3.46439 3.46439MY5 4.70 4.12106 5.9077 4.12106MY6 1.80 3.0049 3.76356 3.0049MY7 1.80 2.54628 3.27744 2.54628MY8 2.10 2.62004 3.45756 2.62004

MY9 2.10 1.48029 2.21826 1.48029MY10 3.40 2.14216 3.64574 2.14216

Muro mas esforzado ###########



E TIENE

)



0.15 m

1.24 m

0.12 m

1.24 m

0.15 m

0.130 m



PD = AI * WD PL = AI * WL

1.104 0.241.61 0.351.334 0.292.162 0.472.3 0.5

1.242 0.270.736 0.160.69 0.150.966 0.21

EA



0.5658 0.1230.5704 0.1242.668 0.583.082 0.672.392 0.522.162 0.472.07 0.452.162 0.471.656 0.361.6468 0.3580.5658 0.1230.69 0.15

CargaESCALERA Directa indirecta Pi ( TN ) Yi

P ( TN ) PD + 0.25PL ( m )0.67613 1.1640 1.84013 2.1500.636935 1.6975 2.334435 5.000

1.25 0.86866 1.4065 2.27516 8.0500.74269 2.2795 3.02219 1.0250.74269 2.4250 3.16769 1.0250.64194 1.3095 1.95144 5.7250.62179 0.7760 1.39779 8.2750.64194 2.8130 3.45494 3.9500.67613 3.2495 3.92563 0.9250.798135 2.5220 3.320135 3.9501.027325 2.2795 3.306825 7.8504.46433 2.1825 6.64683 5.4752.28241 2.2795 4.56191 2.6752.25901 1.7460 4.00501 2.6751.72809 1.7363 3.46439 3.3501.93856 2.1825 4.12106 8.600

0.7254 2.2795 3.0049 7.1500.80028 1.7460 2.54628 9.9000.88374 1.7363 2.62004 9.9000.88374 0.5966 1.48029 7.1501.41466 0.7275 2.14216 7.950

E AZOTEA



CargaESCALERA Directa indirecta Pi Yi ( m )

P ( TN ) PD + 0.25PL ( TN )

0 1.39489 1.224 2.61889 2.1500 1.4422 1.785 3.2272 5.0001.25 3.315676002 1.479 4.7946760028.050

0 1.36604 2.397 3.76304 1.0250 1.36604 2.55 3.91604 1.0250 1.17624 1.377 2.55324 5.7250 1.13828 0.816 1.95428 8.2750 1.17624 1.53 2.70624 3.9500 1.39489 1.326 2.72089 0.9250 1.74588 0.918 2.66388 3.950

0 2.10055 1.377 3.47755 7.8500 8.53137 2.958 11.48937 5.4750 4.35473 3.417 7.77173 2.6750 4.49798 2.652 7.14998 2.6750 3.33735 2.397 5.73435 3.3500 3.6127 2.295 5.9077 8.6000 1.36656 2.397 3.76356 7.1500 1.44144 1.836 3.27744 9.9000 1.63176 1.8258 3.45756 9.9000 1.63176 0.5865 2.21826 7.150

0 2.62574 1.02 3.64574 7.950

PISO 4 PISO 3 PISO 2 PISO 1 Ϭ ( TN/ m2 )4.45902 7.07791 9.6968 12.31569 61.12005.561635 8.788835 12.016035 15.243235 88.4948

7.069836002 11.864512 16.65918801 21.45386401 86.8577

( TN ) : Pg = PD + 0.25 PLas acumuladas Pg y esfuerzo axial en Piso 1

ISOS TIPICOS



6.78523 10.54827 14.31131 18.07435 79.44777.08373 10.99977 14.91581 18.83185 82.77744.50468 7.05792 9.61116 12.1644 62.38153.35207 5.30635 7.26063 9.21491 48.88556.16118 8.86742 11.57366 14.2799 73.23036.64652 9.36741 12.0883 14.80919 73.49475.984015 8.647895 11.311775 13.975655 62.32186.784375 10.261925 13.739475 17.217025 55.763618.1362 29.62557 41.11494 52.60431 36.954212.33364 20.10537 27.8771 35.64883 51.256411.15499 18.30497 25.45495 32.60493 46.87989.19874 14.93309 20.66744 26.40179 50.145810.02876 15.93646 21.84416 27.75186 45.42046.76846 10.53202 14.29558 18.05914 77.17585.82372 9.10116 12.3786 15.65604 66.90626.0776 9.53516 12.99272 16.45028 60.2574

3.69855 5.91681 8.13507 10.35333 37.92435.7879 9.43364 13.07938 16.72512 37.8396



ANALISIS ESTRUCTURAL

PARA EDIFICACIONES DE MUROS PORTANTESNORMA DE DISEÑO SISMORESISTENTE E-030METODO ESTATICO

DATOS GENERALESFactor de zona Z =0.4Factor de Uso U =1

% s/c =0.25 De acuerdo al tipo de edificacionFactor de Suelo S =1.2 Suelo intermedio

Tp(s) =0.6Reduccion de fuerza sísmica R =6

GEOMETRIADimension horizontal en XX Dxx1 =9.350 m De cada planta, en cada dirección

Dxx2 =9.350 mDxx3 =9.350 mDxx4 =9.350 mDxx5 =9.350 m

Dimension horizontal en YY Dyy1 =10.950 mDyy2 =10.950 mDyy3 =10.950 mDyy4 =10.950 mDyy5 =10.950 m

Altura EntrePiso 1 He1 =2.600 m Altura entre ejes de techoAltura EntrePiso 2 He2 =2.600 mAltura Entrepiso 3 He3 =2.600 mAltura Entrepiso 4 He4 =2.600 mAltura Entrepiso 5 He5 =2.600 m

Altura de la edificacion Ht =13.000 m

PERIODO FUNDAMENTAL DE VIBRACIONCoeficiente Ct =60Direccion XX Tx =0.217Direccion YY Ty =0.217

FACTOR DE AMPLIFICACION SISMICADireccion XX Cx =8.914 Cx =2.5



Direccion YY Cy =8.914 Cy =2.5

LOSAS Valores en peso por unidad de area Kg/m2NIVEL Ni : N 1 N 2 N 3 N 4Peso Propio PP = 300 295 290 285Piso terminado Pt = 100 100 100 100Tabiquería Tab = 80 80 80 80Otros carga permanente otro D = 0 0 0 0Sobre carga s/c = 200 200 200 200Otros carga móvil otro L = 0 0 0 0Peso cargas permanentes Pwd = 480 475 470 465Peso por sobre carga Ps/c = 200 200 200 200Peso por % sobre carga P%s/c = 50 50 50 50

MUROSResistencia a la compresión f'm =6.50E+05 Kg/m2Peso especifico ladrillo PE =1 800 Kg/m3Factor de forma k =1.2

Modulo de elasticidad Em =3.250E+08 Kg/m2Módulo de corte Gm =1.30E+08 Kg/m2

DIRECCION XX

Nivel 1Area de Peso propio

Longitud Espesor X - X Y - Y Influencia Murol t Xg Yg A i Pmi

( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M X 1 1.550 0.25 4.475 0.000 14.285 1813.500M X 2 1.325 0.25 8.675 1.500 10.000 1550.250

M X 3 1.900 0.25 1.825 3.550 14.190 2223.000M X 4 1.750 0.13 6.050 3.550 9.353 1064.700M X 5 1.750 0.13 2.700 6.500 7.876 1064.700M X 6 1.500 0.13 6.900 6.500 14.533 912.600M X 7 1.450 0.13 6.900 9.950 12.281 882.180M X 8 1.500 0.13 912.600M X 9 1.550 0.25 1813.500M X 10 1.725 0.25 2018.250

Centro



M X 11 2.375 0.25 2778.750TOTALES 9510.930



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M X 1 1.550 0.250 4.475 0.000 14.285 1813.500M X 2 1.325 0.250 8.675 1.500 0.000 1550.250M X 3 1.900 0.250 1.825 3.550 14.190 2223.000M X 4 1.750 0.130 6.050 3.550 9.353 1064.700M X 5 1.750 0.130 2.700 6.500 7.876 1064.700M X 6 1.500 0.130 6.900 6.500 14.533 912.600M X 7 1.450 0.130 6.900 9.950 12.281 882.180M X 8 1.500 0.130 912.600M X 9 1.550 0.250 1813.500M X 10 1.725 0.250 2018.250M X 11 2.375 0.250 2778.750

TOTALES 17034.030



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M X 1 1.550 0.250 4.475 0.000 14.285 1813.500M X 2 1.325 0.250 8.675 1.500 0.000 1550.250M X 3 1.900 0.250 1.825 3.550 14.190 2223.000M X 4 1.750 0.130 6.050 3.550 9.353 1064.700

Centro

Centro



M X 5 1.750 0.130 2.700 6.500 7.876 1064.700M X 6 1.500 0.130 6.900 6.500 14.533 912.600M X 7 1.450 0.130 6.900 9.950 12.281 882.180M X 8 1.500 0.130 912.600M X 9 1.550 0.250 1813.500M X 10 1.725 0.250 2018.250M X 11 2.375 0.250 2778.750

TOTALES . 17034.030


Longitud Espesor X - X Y - Y Influencia Muro

l t Xg Yg A i Pmi( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M X 1 1.550 0.25 4.475 0.000 14.285 1813.500M X 2 1.325 0.25 8.675 1.500 0.000 1550.250M X 3 1.900 0.25 1.825 3.550 14.190 2223.000M X 4 1.750 0.13 6.050 3.550 9.353 1064.700M X 5 1.750 0.13 2.700 6.500 7.876 1064.700M X 6 1.500 0.13 6.900 6.500 14.533 912.600M X 7 1.450 0.13 6.900 9.950 12.281 882.180M X 8 1.500 0.13 912.600M X 9 1.550 0.25 1813.500M X 10 1.725 0.25 2018.250M X 11 2.375 0.25 2778.750

TOTALES 17034.030



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M X 1 1.550 0.25 4.475 0.000 14.285 1813.500

Centro

Centro



M X 2 1.325 0.25 8.675 1.500 0.000 1550.250M X 3 1.900 0.25 1.825 3.550 14.190 2223.000M X 4 1.750 0.87 6.050 3.550 9.353 7125.300M X 5 1.750 0.87 2.700 6.500 7.876 7125.300M X 6 1.500 0.87 6.900 6.500 14.533 6107.400M X 7 1.450 0.13 6.900 9.950 12.281 882.180M X 8 1.500 0.13 912.600M X 9 1.550 0.25 1813.500M X 10 1.725 0.25 2018.250M X 11 2.375 0.25 2778.750

TOTALES 27739.530

DIRECCION YY



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M Y 1 10.950 0.13 0.000 3.225 0.000 6661.980

M Y 2 5.350 0.13 3.700 1.175 0.000 3254.940M Y 3 5.350 0.13 3.700 6.100 0.000 3254.940M Y 4 4.050 0.13 4.850 5.600 0.000 2464.020M Y 5 4.700 0.13 7.250 4.000 7.250 2859.480M Y 6 1.800 0.13 10.050 5.850 7.750 1095.120M Y 7 1.800 0.13 1095.120M Y 8 2.100 0.13 1277.640M Y 9 2.100 0.13 1277.640M Y 10 3.400 0.13 2068.560

TOTALES 25309.440



Centro

Centro



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Altura libre 2.600M Y 1 10.950 0.13 0.000 3.225 0.000 6661.980M Y 2 5.350 0.13 3.700 1.175 0.000 3254.940M Y 3 5.350 0.13 3.700 6.100 0.000 3254.940M Y 4 4.050 0.13 4.850 5.600 0.000 2464.020M Y 5 4.700 0.13 7.250 4.000 7.250 2859.480M Y 6 1.800 0.13 10.050 5.850 7.750 1095.120M Y 7 1.800 0.13 1095.120M Y 8 2.100 0.13 1277.640M Y 9 2.100 0.13 1277.640M Y 10 3.400 0.13 2068.560

TOTALES 25309.440



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )


TOTALES . 25309.440



( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )

Centro

Centro




TOTALES 25309.440

Nivel 5 Area de Peso propioLongitud Espesor X - X Y - Y Influencia Muro

l t Xg Yg A i Pmi( m ) ( m ) ( m ) ( m ) ( m2 ) ( Kg )


TOTALES 25309.440

PREDIMENSIONAMIENTODireccion Nivel A Losa A muro Am/Al

( m2 ) ( cm2 )

1 82.518 20322.5 45 AUMENTAR MUROS

ecomendación C. Laterale

Centro



2 72.518 20322.5 58 AUMENTAR MUROSX - X 3 72.518 20322.5 77 AUMENTAR MUROS

4 72.518 20322.5 116 AUMENTAR MUROS5 72.518 57322.5 655 DISMINUIR MUROS1 15 46930 105 AUMENTAR MUROS2 15 46930 134 MINIMO

Y - Y 3 15 46930 179 DISMINUIR MUROS4 15 46930 268 DISMINUIR MUROS5 15 46930 536 DISMINUIR MUROS

CENTRO DE MASAS

Nivel ∑Pi Xi ∑Pix ∑Pi Yi ∑Piy Xm Ym1 1260234.166 252916.010 571367.791 147616.200 4.983 3.8712 980010.278 199670.540 455161.457 117702.960 4.908 3.8673 747527.338 152087.660 339326.813 87864.720 4.915 3.8624 516807.846 104867.370 223863.854 58101.480 4.928 3.8535 287851.802 58009.670 108772.584 28413.240 4.962 3.828

FUERZAS CORTANTES Y MOMENTOS EN MUROS

MUROSModulo de elasticidad Em =3.25E+08 Kg/m2 Kg/cm2 = 10,00Módulo de corte Gm =1.30E+08 Kg/m2 ó Kg/cm2 = 10^Peso especifico tarrajeado PE =1800 Kg/m3Factor de forma k =1.2

PESOS TOTALES EN CADA NIVEL Pi

Nivel X-X Y-Y total X-X Y-Y total( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg )

1 9,510.930 25,309.440 34,820.370 43,734.540 7,950.000 51,684.5402 17,034.030 25,309.440 42,343.470 38,071.950 7,875.000 45,946.9503 17,034.030 25,309.440 42,343.470 37,709.360 7,800.000 45,509.3604 17,034.030 25,309.440 42,343.470 37,346.770 7,725.000 45,071.7705 27,739.530 25,309.440 53,048.970 31,182.740 6,450.000 37,632.740

Peso muro Peso losa



CORTANTE BASAL V

Direccion C/R (>0,1) ZUSC/R Peso VX - X 0.417 0.200 423334.9 84667.0 KgY - Y 0.417 0.200 423334.9 84667.0 Kg

FUERZAS HORIZONTALES EN CADA NIVEL FiFUERZAS CORTANTES EN CADA NIVEL Vi

DIRECCION X - XCálculo de Fuerza en el piso superior "Fa"

Período de la estructura T =0.217Cortante basal Vxx =84,667.00 Kg Fa = 0.00

Peso Altura Fuerza Fuerza CortanteNivel Pi Hei Pi Hei Fi Piso Sup. Vi

( Kg ) ( m ) ( Kg - m ) ( Kg ) ( Kg ) ( Kg )1 90,266.500 2.600 234,692.900 18,053.3 84,667.02 88,290.400 2.600 229,555.040 17,658.1 66,613.73 87,852.800 2.600 228,417.280 17,570.6 48,955.64 92,768.000 2.600 241,196.800 18,553.6 31,385.0

5 64,157.200 2.600 166,808.720 12,831.4 0.0 12,831.4SUMA :1,100,670.740 84,667.0

DIRECCION Y - YCálculo de Fuerza en el piso superior "Fa"Período de la estructura T =0.217Cortante basal Vxx =84,667.00 Kg Fa = 0.00

Nivel Peso Altura Fuerza Fuerza CortantePi Hei Pi Hei Fi Piso Sup. Vi

Kg m Kg - m Kg Kg Kg1 90266.500 2.600 234692.900 18,053.3 84,667.02 88290.400 2.600 229555.040 17,658.1 66,613.73 87852.800 2.600 228417.280 17,570.6 48,955.64 92768.000 2.600 241196.800 18,553.6 31,385.05 64157.200 2.600 166808.720 12,831.4 0.0 12,831.4

SUMA :1100670.740 84,667.0



CENTRO DE RIGIDECES

Nivel ∑kYi Xi ∑kYi ∑KXi Yi ∑KXi Xr Yr ( m ) ( m )

1 388749256 154460581 72959459 19224626 2.517 3.7952 388749256 154460581 72959459 38228238 2.517 1.9093 388749256 154460581 72959459 38228238 2.517 1.9094 388749256 154460581 72959459 38228238 2.517 1.9095 388749256 154460581 270538901 57455034 2.517 4.709

MOMENTOS TORSORES

Nivel C. Masas C. Rigidez Fuerza Longitud ExcentricidadYm Yr Fixx Ly ey Mtx1( m ) ( m ) ( Kg ) ( m ) ( m ) ( Kg-m )

1 3.871 3.795 18,053.3 10.950 0.076 21,140.4102 3.867 1.909 17,658.1 10.950 1.958 53,910.1803 3.862 1.909 17,570.6 10.950 1.953 53,555.1904 3.853 1.909 18,553.6 10.950 1.944 56,384.3905 3.828 4.709 12,831.4 10.950 -0.881 2,745.920

Nivel C. Masas C. Rigidez Fuerza Longitud ExcentricidadXm Xr Fiyy Lx ex Mtx1( m ) ( m ) ( Kg ) ( m ) ( m ) ( Kg-m )

1 4.983 2.517 18,053.300 9.350 2.466 61,399.2702 4.908 2.517 17,658.100 9.350 2.391 58,730.8403 4.915 2.517 17,570.600 9.350 2.398 58,562.8104 4.928 2.517 18,553.600 9.350 2.411 62,080.3505 4.962 2.517 12,831.400 9.350 2.445 43,370.130

CONTROL DE DESPLAZAMIENTOS

Desplazamientos laterales

Nivel Altura entrep. Cortante Rigidez Entr. Desplazam. Corrección Relaciónhei V K Relativo Delta R*Delta R*Delta/hei( m ) ( Kg ) ( Kg/m ) ( m ) ( m )

1 2.600 84,667.0 19,224,626 0.00440 0.0264 0.01015

Dirección x - x

Dirección x - xMomentos t

Dirección y - yMomentos t



2 2.600 66,613.7 38,228,238 0.00174 0.01044 0.004023 2.600 48,955.6 38,228,238 0.00128 0.00768 0.002954 2.600 31,385.0 38,228,238 0.00082 0.00492 0.001895 2.600 12,831.4 57,455,034 0.00022 0.00132 0.00051

0.01952

Nivel Altura entrep. Cortante Rigidez Entr. Desplazam. Corrección Relaciónhei V K Relativo Delta R*Delta R*Delta/hei( m ) ( Kg ) ( Kg/m ) ( m ) ( m )

1 2.600 84,667.0 154,460,581 0.00055 0.0033 0.001272 2.600 66,613.7 154,460,581 0.00043 0.00258 0.000993 2.600 48,955.6 154,460,581 0.00032 0.00192 0.000744 2.600 31,385.0 154,460,581 0.00020 0.0012 0.000465 2.600 12,831.4 154,460,581 0.00008 0.00048 0.00018

0.004

Junta de separacion sísmicaCalculo de S formula final

S =3.320 3.320

Dirección Desplaz. Max. /3 Despl.Max S/2 unta Sísmica( cm ) ( cm ) ( cm ) ( cm )

X - X 1.952 1.3 1.7 1.7Y - Y 0.364 0.2 1.7 1.7

Control de giros en planta

Desplazam. Centro masas Desplaz, rela. 1.75Despl CM VerificaciónNivel Relativo Delta Xm centro masas CUMPLE

( m ) ( m ) ( m ) ( m )1 0.02640 4.983 0.075 0.13100 SI2 0.01044 4.908 0.075 0.13100 SI3 0.00768 4.915 0.007 0.01200 SI4 0.00492 4.928 0.013 0.02300 SI5 0.00132 4.962 0.034 0.05900 SI

Desplazam. Centro masas Desplaz, rela. 1.75Despl CM VerificaciónNivel Relativo Delta Ym centro masas CUMPLE

( m ) ( m ) ( m ) ( m )

Dirección y - y

Dirección x - x

Dirección y - y



1 0.00330 3.871 0.004 0.00700 SI2 0.00258 3.867 0.004 0.00700 SI3 0.00192 3.862 0.005 0.00900 SI4 0.00120 3.853 0.009 0.01600 SI5 0.00048 3.828 0.025 0.04400 SI

VERIFICACION POR ESTABILIDAD

Efectos de segundo orden (P-delta)

Peso nivel Pesos sobre Desplaz, rela. Cortante Altura entrep.dice estabilidaNivel Pi Ni Delta Vi hei Q

( Kg ) ( Kg ) ( m ) ( Kg ) ( m )1 90,266.5 423,334.9 0.02640 84,667.0 2.600 0.0512 88,290.4 333,068.4 0.01044 66,613.7 2.600 0.0203 87,852.8 244,778.0 0.00768 48,955.6 2.600 0.0154 92,768.0 156,925.2 0.00492 31,385.0 2.600 0.0095 64,157.2 64,157.2 0.00132 12,831.4 2.600 0.003

Nivel Peso nivel Pesos sobre Desplaz, rela. Cortante Altura entrep.dice estabilidaPi Ni Delta Vi hei Q

( Kg ) ( Kg ) ( m ) ( Kg ) ( m )1 90,266.5 423,334.9 0.00330 84,667.0 2.600 0.0062 88,290.4 333,068.4 0.00258 66,613.7 2.600 0.0053 87,852.8 244,778.0 0.00192 48,955.6 2.600 0.0044 92,768.0 156,925.2 0.00120 31,385.0 2.600 0.0025 64,157.2 64,157.2 0.00048 12,831.4 2.600 0.001

VolteoDirección Nivel Fi Hi Fi Hi

1 18,053.300 2.600 46,938.580 P = 423,334.9002 17,658.100 5.200 91,822.120 L = 9.350

X - X 3 17,570.600 7.800 137,050.680 Mr =###########4 18,553.600 10.400 192,957.440Mr/Mv =3.1105 12,831.400 13.000 166,808.200

M v =635,577.020 Resultado :CUMPLE

Dirección Nivel Fi Hi Fi Hi 1 18,053.300 2.600 46,938.580 P =423,334.9002 17,658.100 5.200 91,822.120 L =10.950

Dirección y - y

Dirección x - x



Y - Y 3 17,570.600 7.800 137,050.680 Mr =###########4 18,553.600 10.400 192,957.440Mr/Mv =3.6505 12,831.400 13.000 166,808.200

M v =635,577.020 Resultado :CUMPLE



N 528010000

2000

38020050

DIRECCION XX

Nivel 1

C. Permanente Sobre Carga % Sobre car. Total Por unid Lon TotalWdi Wli %Wli Pd wd Pl( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg/m ) ( Kg )

Altura libre 2.6006856.800 2857.000 714.250 M X 1 41494.450 26770.613 14285.0004800.000 2000.000 500.000 M X 2 12551.250 9472.642 2000.000

6811.200 2838.000 709.500 M X 3 43326.300 22803.316 14190.0004489.440 1870.600 467.650 M X 4 32615.410 18637.377 9353.0003780.480 1575.200 393.800 M X 5 29262.620 16721.497 7876.0006975.840 2906.600 726.650 M X 6 42747.710 28498.473 14533.0005894.880 2456.200 614.050 M X 7 32288.770 22268.117 12281.000

0.000 0.000 0.000 M X 8 912.600 608.400 0.0000.000 0.000 0.000 M X 9 1813.500 1170.000 0.0000.000 0.000 0.000 M X 10 2018.250 1170.000 0.000

Carga muerta en base muro Carga viva ePeso losa apoyada sobre el muro



0.000 0.000 0.000 M X 11 2778.750 1170.000 0.00039608.640 16503.600 4125.900 TOTALES

Nivel 2

C. Perman. Sobre Carga % Sobre car. Total Por unid Long TotalWdi Wli %Wli Pd wd Pl( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg/m ) ( Kg )

Altura libre6785.375 2857.000 714.250 M X 1 32824.150 21176.871 11428.000

0.000 0.000 0.000 M X 2 6201.000 4680.000 0.0006740.250 2838.000 709.500 M X 3 34292.100 18048.474 11352.0004442.675 1870.600 467.650 M X 4 27061.270 15463.583 7482.4003741.100 1575.200 393.800 M X 5 24417.440 13952.823 6300.8006903.175 2906.600 726.650 M X 6 34859.270 23239.513 11626.4005833.475 2456.200 614.050 M X 7 25511.710 17594.283 9824.800

0.000 0.000 0.000 M X 8 3650.400 2433.600 0.0000.000 0.000 0.000 M X 9 7254.000 4680.000 0.0000.000 0.000 0.000 M X 10 8073.000 4680.000 0.0000.000 0.000 0.000 M X 11 11115.000 4680.000 0.000

34446.050 14503.600 3625.900 TOTALES

Nivel 3

C. Perman. Sobre Carga % Sobre car. Total Por unid Lon TotalWdi Wli %Wli Pd wd Pl( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg/m ) ( Kg )

Altura libre 2.6006713.950 2857.000 714.250 M X 1 24225.275 15629.210 8571.000

0.000 0.000 0.000 M X 2 4650.750 3510.000 0.0006669.300 2838.000 709.500 M X 3 25328.850 13330.974 8514.0004395.910 1870.600 467.650 M X 4 21553.895 12316.511 5611.800

Peso losa apoyada sobre el muro Carga muerta en base muro Carga viva e




3701.720 1575.200 393.800 M X 5 19611.640 11206.651 4725.6006830.510 2906.600 726.650 M X 6 27043.495 18028.997 8719.8005772.070 2456.200 614.050 M X 7 18796.055 12962.797 7368.600

0.000 0.000 0.000 M X 8 2737.800 1825.200 0.0000.000 0.000 0.000 M X 9 5440.500 3510.000 0.0000.000 0.000 0.000 M X 10 6054.750 3510.000 0.0000.000 0.000 0.000 M X 11 8336.250 3510.000 0.000

34083.460 14503.600 3625.900 TOTALES

Nivel 4

C. Perman. Sobre Carga % Sobre car. Total Por unid Lon Total

Wdi Wli %Wli Pd wd Pl( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg/m ) ( Kg )

Altura libre 2.6006642.525 2857.000 714.250 M X 1 15697.825 10127.629 5714.000

0.000 0.000 0.000 M X 2 3100.500 2340.000 0.0006598.350 2838.000 709.500 M X 3 16436.550 8650.816 5676.0004349.145 1870.600 467.650 M X 4 16093.285 9196.163 3741.2003662.340 1575.200 393.800 M X 5 14845.220 8482.983 3150.4006757.845 2906.600 726.650 M X 6 19300.385 12866.923 5813.2005710.665 2456.200 614.050 M X 7 12141.805 8373.659 4912.400

0.000 0.000 0.000 M X 8 1825.200 1216.800 0.0000.000 0.000 0.000 M X 9 3627.000 2340.000 0.0000.000 0.000 0.000 M X 10 4036.500 2340.000 0.0000.000 0.000 0.000 M X 11 5557.500 2340.000 0.000

33720.870 14503.600 3625.900 TOTALES

Nivel 5


Altura libre 2.6005428.300 2857.000 714.250 M X 1 7241.800 4672.129 2857.000





0.000 0.000 0.000 M X 2 1550.250 1170.000 0.0005392.200 2838.000 709.500 M X 3 7615.200 4008.000 2838.0003554.140 1870.600 467.650 M X 4 10679.440 6102.537 1870.6002992.880 1575.200 393.800 M X 5 10118.180 5781.817 1575.2005522.540 2906.600 726.650 M X 6 11629.940 7753.293 2906.6004666.780 2456.200 614.050 M X 7 5548.960 3826.869 2456.200

0.000 0.000 0.000 M X 8 912.600 608.400 0.0000.000 0.000 0.000 M X 9 1813.500 1170.000 0.0000.000 0.000 0.000 M X 10 2018.250 1170.000 0.0000.000 0.000 0.000 M X 11 2778.750 1170.000 0.000

27556.840 14503.600 3625.900 TOTALES

DIRECCION YY

Nivel 1


Altura libre 2.6000.000 0.000 0.000 M Y 1 33309.900 3042.000 0.000

0.000 0.000 0.000 M Y 2 16274.700 3042.000 0.0000.000 0.000 0.000 M Y 3 16274.700 3042.000 0.0000.000 0.000 0.000 M Y 4 12320.100 3042.000 0.000

3480.000 1450.000 362.500 M Y 5 30754.900 6543.596 7250.0003720.000 1550.000 387.500 M Y 6 23068.100 12815.611 7750.000

0.000 0.000 0.000 M Y 7 5475.600 3042.000 0.0000.000 0.000 0.000 M Y 8 6388.200 3042.000 0.000

M Y 9M Y 10

7200.000 3000.000 750.000 TOTALES

Nivel 2

C. Perman. Sobre Carga % Sobre car. Total Por unid Lon TotalWdi Wli %Wli Pd wd Pl





( Kg ) ( Kg ) ( Kg ) ( Kg ) ( Kg/m ) ( Kg )

Altura libre 2.6000.000 0.000 0.000 M Y 1 26647.920 2433.600 0.0000.000 0.000 0.000 M Y 2 13019.760 2433.600 0.0000.000 0.000 0.000 M Y 3 13019.760 2433.600 0.0000.000 0.000 0.000 M Y 4 9856.080 2433.600 0.000

3443.750 1450.000 362.500 M Y 5 24415.420 5194.770 5800.0003681.250 1550.000 387.500 M Y 6 18252.980 10140.544 6200.000

0.000 0.000 0.000 M Y 7 4380.480 2433.600 0.0000.000 0.000 0.000 M Y 8 5110.560 2433.600 0.000

M Y 9M Y 10

7125.000 3000.000 750.000 TOTALES

Nivel 3



3407.500 1450.000 362.500 M Y 5 18112.190 3853.657 4350.0003642.500 1550.000 387.500 M Y 6 13476.610 7487.006 4650.000

0.000 0.000 0.000 M Y 7 3285.360 1825.200 0.0000.000 0.000 0.000 M Y 8 3832.920 1825.200 0.000

M Y 9M Y 10

7050.000 3000.000 750.000 TOTALES

Nivel 4







3371.250 1450.000 362.500 M Y 5 11845.210 2520.257 2900.0003603.750 1550.000 387.500 M Y 6 8738.990 4854.994 3100.000

0.000 0.000 0.000 M Y 7 2190.240 1216.800 0.0000.000 0.000 0.000 M Y 8 2555.280 1216.800 0.000

M Y 9M Y 10

6975.000 3000.000 750.000 TOTALES

Nivel 5



2755.000 1450.000 362.500 M Y 5 5614.480 1194.570 1450.0002945.000 1550.000 387.500 M Y 6 4040.120 2244.511 1550.000

0.000 0.000 0.000 M Y 7 1095.120 608.400 0.0000.000 0.000 0.000 M Y 8 1277.640 608.400 0.000

M Y 9M Y 10

5700.000 3000.000 750.000 TOTALES




0 Kg/m2 4 Kg/m2

Peso Peso totalpor nivel Edificación

( Kg ) ( Kg )90,266.588,290.487,852.8 423,334.992,768.064,157.2



Mtx2( Kg-m )

-18,396.31015,238.94015,075.57015,752.010-25,354.850

Mtx2( Kg-m )

27,639.60025,710.19025,705.79027,385.11019,375.410

VerificaciónCUMPLE

NO

rsores RNC

rsores RNC



SISISISI

VerificaciónCUMPLE

SISISISISI



Efectos P-DeltaCONSIDERAR

NONONONONO

Efectos P-DeltaCONSIDERAR

NONONONONO



Carga total Area MuroPor UND Lon para sismo Predimensio. a Flexión a Corte total

Wl Pi Pi Xi Am Kfl Fcl Kl( Kg/m ) ( Kg ) ( m2 ) ( Kg/m ) ( Kg/m ) ( Kg/m )

1843.226 45065.700 201669.008 0.388 4,303,665 16,145,833 3,397,9441509.434 13051.250 113219.594 0.331 2,688,382 13,802,083 2,250,105

1493.684 46873.800 85544.685 0.475 7,926,914 19,791,667 5,659,9881068.914 34953.660 211469.643 0.228 3,220,778 9,479,167 2,403,970900.114 31231.620 84325.374 0.228 3,220,778 9,479,167 2,403,9701937.733 46380.960 320028.624 0.195 2,028,245 8,125,000 1,623,0761693.931 35359.020 243977.238 0.189 1,832,106 7,854,167 1,485,573

0.000 912.600 0.000 0.195 2,028,245 8,125,000 1,623,0760.000 1813.500 0.000 0.388 4,303,665 16,145,833 3,397,9440.000 2018.250 0.000 0.431 5,932,130 17,968,750 4,459,792

Datos para XmRigidez lateral n base muro



0.000 2778.750 0.000 0.594 15,482,254 24,739,583 9,522,800252916.010 1260234.166 19,224,626

Carga total Area MuroPor unid Lon para sismo Predimensio. a Flexión a Corte total


1843.226 35681.150 159673.146 0.388 4,303,665 16,145,833 3,397,9440.000 6201.000 53793.675 0.331 2,688,382 13,802,083 2,250,105

1493.684 37130.100 67762.433 0.475 7,926,914 19,791,667 5,659,9881068.914 28931.870 175037.814 0.228 3,220,778 9,479,167 2,403,970900.114 25992.640 70180.128 0.228 3,220,778 9,479,167 2,403,9701937.733 37765.870 260584.503 0.195 2,028,245 8,125,000 1,623,0761693.931 27967.910 192978.579 0.189 1,832,106 7,854,167 1,485,573

0.000 3650.400 0.000 0.195 2,028,245 8,125,000 1,623,0760.000 7254.000 0.000 0.388 4,303,665 16,145,833 3,397,9440.000 8073.000 0.000 0.431 5,932,130 17,968,750 4,459,7920.000 11115.000 0.000 0.594 15,482,254 24,739,583 9,522,800

199670.540 980010.278 38,228,238



1843.226 26368.025 117996.912 0.388 4,303,665 16,145,833 3,397,9440.000 4650.750 40345.256 0.331 2,688,382 13,802,083 2,250,105

1493.684 27457.350 50109.664 0.475 7,926,914 19,791,667 5,659,9881068.914 22956.845 138888.912 0.228 3,220,778 9,479,167 2,403,970

Rigidez lateral

Rigidez lateralDatos para Xm

Datos para Xmn base muro

n base muro



900.114 20793.040 56141.208 0.228 3,220,778 9,479,167 2,403,9701937.733 29223.445 201641.771 0.195 2,028,245 8,125,000 1,623,0761693.931 20638.205 142403.615 0.189 1,832,106 7,854,167 1,485,573

0.000 2737.800 0.000 0.195 2,028,245 8,125,000 1,623,0760.000 5440.500 0.000 0.388 4,303,665 16,145,833 3,397,9440.000 6054.750 0.000 0.431 5,932,130 17,968,750 4,459,7920.000 8336.250 0.000 0.594 15,482,254 24,739,583 9,522,800

152087.660 747527.338 38,228,238



1843.226 17126.325 76640.304 0.388 4,303,665 16,145,833 3,397,9440.000 3100.500 26896.838 0.331 2,688,382 13,802,083 2,250,105

1493.684 17855.550 32586.379 0.475 7,926,914 19,791,667 5,659,9881068.914 17028.585 103022.939 0.228 3,220,778 9,479,167 2,403,970900.114 15632.820 42208.614 0.228 3,220,778 9,479,167 2,403,9701937.733 20753.685 143200.427 0.195 2,028,245 8,125,000 1,623,0761693.931 13369.905 92252.345 0.189 1,832,106 7,854,167 1,485,573

0.000 1825.200 0.000 0.195 2,028,245 8,125,000 1,623,0760.000 3627.000 0.000 0.388 4,303,665 16,145,833 3,397,9440.000 4036.500 0.000 0.431 5,932,130 17,968,750 4,459,7920.000 5557.500 0.000 0.594 15,482,254 24,739,583 9,522,800

104867.370 516807.846 38,228,238



1843.226 7956.050 35603.324 0.388 4,303,665 16,145,833 3,397,944

Rigidez lateral


Datos para Xmn base muro

n base muro



0.000 1550.250 13448.419 0.331 2,688,382 13,802,083 2,250,1051493.684 8324.700 15192.578 0.475 7,926,914 19,791,667 5,659,9881068.914 11147.090 67439.895 1.523 21,554,439 63,437,500 16,088,111900.114 10511.980 28382.346 1.523 21,554,439 63,437,500 16,088,1111937.733 12356.590 85260.471 1.305 13,573,641 54,375,000 10,862,1261693.931 6163.010 42524.769 0.189 1,832,106 7,854,167 1,485,573

0.000 912.600 0.000 0.195 2,028,245 8,125,000 1,623,0760.000 1813.500 0.000 0.388 4,303,665 16,145,833 3,397,9440.000 2018.250 0.000 0.431 5,932,130 17,968,750 4,459,7920.000 2778.750 0.000 0.594 15,482,254 24,739,583 9,522,800

58009.670 287851.802 57,455,034



0.000 33309.900 107424.428 1.424 789,021,860 59,312,500 55,165,582

0.000 16274.700 19122.773 0.696 92,025,466 28,979,167 22,039,0020.000 16274.700 99275.670 0.696 92,025,466 28,979,167 22,039,0020.000 12320.100 68992.560 0.527 39,921,950 21,937,500 14,157,704

308.511 32567.400 130269.600 0.611 62,393,630 25,458,333 18,080,846861.111 25005.600 146282.760 0.234 3,504,808 9,750,000 2,578,0740.000 5475.600 0.000 0.234 3,504,808 9,750,000 2,578,0740.000 6388.200 0.000 0.273 5,565,505 11,375,000 3,737,056

0.273 5,565,505 11,375,000 3,737,0560.442 23,620,192 18,416,667 10,348,185

147616.200 571367.791 154,460,581


Wl Pi Pi Xi Am Kfl Fcl Kl

Rigidez lateral


n base muroDatos para Xm

n base muro



( Kg/m ) ( Kg ) ( m2 ) ( Kg/m ) ( Kg/m ) ( Kg/m )

0.000 26647.920 85939.542 1.424 789,021,860 59,312,500 55,165,5820.000 13019.760 15298.218 0.696 92,025,466 28,979,167 22,039,0020.000 13019.760 79420.536 0.696 92,025,466 28,979,167 22,039,0020.000 9856.080 55194.048 0.527 39,921,950 21,937,500 14,157,704

308.511 25865.420 103461.680 0.611 62,393,630 25,458,333 18,080,846861.111 19802.980 115847.433 0.234 3,504,808 9,750,000 2,578,0740.000 4380.480 0.000 0.234 3,504,808 9,750,000 2,578,0740.000 5110.560 0.000 0.273 5,565,505 11,375,000 3,737,056

0.273 5,565,505 11,375,000 3,737,0560.442 23,620,192 18,416,667 10,348,185

117702.960 455161.457 154,460,581



0.000 19985.940 64454.657 1.424 789,021,860 59,312,500 55,165,5820.000 9764.820 11473.664 0.696 92,025,466 28,979,167 22,039,0020.000 9764.820 59565.402 0.696 92,025,466 28,979,167 22,039,0020.000 7392.060 41395.536 0.527 39,921,950 21,937,500 14,157,704

308.511 19199.690 76798.760 0.611 62,393,630 25,458,333 18,080,846861.111 14639.110 85638.794 0.234 3,504,808 9,750,000 2,578,0740.000 3285.360 0.000 0.234 3,504,808 9,750,000 2,578,0740.000 3832.920 0.000 0.273 5,565,505 11,375,000 3,737,056

0.273 5,565,505 11,375,000 3,737,0560.442 23,620,192 18,416,667 10,348,185

87864.720 339326.813 154,460,581



n base muro

Rigidez lateral

Rigidez lateral

n base muroDatos para Xm

Datos para Xm



0.000 13323.960 42969.771 1.424 789,021,860 59,312,500 55,165,5820.000 6509.880 7649.109 0.696 92,025,466 28,979,167 22,039,0020.000 6509.880 39710.268 0.696 92,025,466 28,979,167 22,039,0020.000 4928.040 27597.024 0.527 39,921,950 21,937,500 14,157,704

308.511 12570.210 50280.840 0.611 62,393,630 25,458,333 18,080,846861.111 9513.990 55656.842 0.234 3,504,808 9,750,000 2,578,0740.000 2190.240 0.000 0.234 3,504,808 9,750,000 2,578,0740.000 2555.280 0.000 0.273 5,565,505 11,375,000 3,737,056

0.273 5,565,505 11,375,000 3,737,0560.442 23,620,192 18,416,667 10,348,185

58101.480 223863.854 154,460,581



0.000 6661.980 21484.886 1.424 789,021,860 59,312,500 55,165,5820.000 3254.940 3824.555 0.696 92,025,466 28,979,167 22,039,0020.000 3254.940 19855.134 0.696 92,025,466 28,979,167 22,039,0020.000 2464.020 13798.512 0.527 39,921,950 21,937,500 14,157,704

308.511 5976.980 23907.920 0.611 62,393,630 25,458,333 18,080,846861.111 4427.620 25901.577 0.234 3,504,808 9,750,000 2,578,0740.000 1095.120 0.000 0.234 3,504,808 9,750,000 2,578,0740.000 1277.640 0.000 0.273 5,565,505 11,375,000 3,737,056

0.273 5,565,505 11,375,000 3,737,0560.442 23,620,192 18,416,667 10,348,185

28413.240 108772.584 154,460,581

Rigidez lateral n base muro Datos para Xm



DIRECCION XX

Nivel 1Cortante ato para cenDirecto Rigideces

Vd Kxi Yi Yi - Yr Kl(Yi - Yr)^2 Vt1 + Vt2 +( Kg ) ( m ) ( Kg ) ( Kg )

V piso = 84,667.00M X 1 14,964.85 0 -3.795 48,937,274 -1,854.26 1,613.57M X 2 9,909.67 3,375,158 -2.295 11,851,359 -742.55 646.17

M X 3 24,927.10 20,092,957 -0.245 339,741 -199.40 173.52M X 4 10,587.30 8,534,094 -0.245 144,298 -84.69 73.70M X 5 10,587.30 15,625,805 2.705 17,589,909 935.06 -813.68M X 6 7,148.17 10,549,994 2.705 11,876,088 631.32 -549.37M X 7 6,542.60 14,781,451 6.155 56,279,485 1,314.81 -1,144.15M X 8 7,148.17 0 -3.795 23,375,581 -885.71 770.74M X 9 14,964.85 0 -3.795 48,937,274 -1,854.26 1,613.57M X 10 19,641.33 0 -3.795 64,230,036 -2,433.71 2,117.81

Datos para fuerza cortantepor Momento torsor

Cortantes por Mt del RNC



M X 11 41,939.28 0 -3.795 137,147,604 -5,196.60 4,522.06TOTALES 72,959,459 147,018,154


Vd Kxi Yi Yi - Yr Kl(Yi - Yr)^2 Vt1 + Vt2 +( Kg ) ( m ) ( Kg ) ( Kg )

V piso = 66,613.70M X 1 5,921.01 0 -1.909 12,383,063 -1,623.42 -458.90M X 2 3,920.87 3,375,158 -0.409 376,400 -230.32 -65.11M X 3 9,862.68 20,092,957 1.641 15,241,674 2,324.52 657.08M X 4 4,188.98 8,534,094 1.641 6,473,605 987.30 279.08M X 5 4,188.98 15,625,805 4.591 50,669,151 2,762.14 780.78M X 6 2,828.25 10,549,994 4.591 34,210,029 1,864.90 527.16M X 7 2,588.65 14,781,451 8.041 96,053,705 2,989.60 845.08M X 8 2,828.25 0 -1.909 5,914,945 -775.45 -219.20M X 9 5,921.01 0 -1.909 12,383,063 -1,623.42 -458.90M X 10 7,771.30 0 -1.909 16,252,735 -2,130.74 -602.30M X 11 16,593.73 0 -1.909 34,703,759 -4,549.67 -1,286.07

TOTALES 72,959,459 215,407,627


Vd Kxi Yi Yi - Yr Kl(Yi - Yr)^2 Vt1 + Vt2 +(Kg) (m) (Kg) (Kg)

V piso = 48,955.60M X 1 4,351.45 0 -1.909 12,383,063 -1,612.73 -453.98M X 2 2,881.51 3,375,158 -0.409 376,400 -228.81 -64.41M X 3 7,248.26 20,092,957 1.641 15,241,674 2,309.22 650.04M X 4 3,078.56 8,534,094 1.641 6,473,605 980.79 276.09

Cortantes por Mt del RNCDatos para fuerza cortantepor Momento torsor




M X 5 3,078.56 15,625,805 4.591 50,669,151 2,743.95 772.41M X 6 2,078.53 10,549,994 4.591 34,210,029 1,852.62 521.51M X 7 1,902.44 14,781,451 8.041 96,053,705 2,969.92 836.02M X 8 2,078.53 0 -1.909 5,914,945 -770.35 -216.85M X 9 4,351.45 0 -1.909 12,383,063 -1,612.73 -453.98M X 10 5,711.27 0 -1.909 16,252,735 -2,116.71 -595.84M X 11 12,195.03 0 -1.909 34,703,759 -4,519.72 -1,272.28

TOTALES 72,959,459 215,407,627



V piso = 31,385.00M X 1 2,789.68 0 -1.909 12,383,063 -1,697.93 -474.35M X 2 1,847.31 3,375,158 -0.409 376,400 -240.89 -67.30M X 3 4,646.79 20,092,957 1.641 15,241,674 2,431.21 679.20M X 4 1,973.64 8,534,094 1.641 6,473,605 1,032.61 288.48M X 5 1,973.64 15,625,805 4.591 50,669,151 2,888.91 807.07M X 6 1,332.53 10,549,994 4.591 34,210,029 1,950.49 544.91M X 7 1,219.64 14,781,451 8.041 96,053,705 3,126.81 873.53M X 8 1,332.53 0 -1.909 5,914,945 -811.04 -226.58M X 9 2,789.68 0 -1.909 12,383,063 -1,697.93 -474.35M X 10 3,661.44 0 -1.909 16,252,735 -2,228.53 -622.58M X 11 7,818.12 0 -1.909 34,703,759 -4,758.48 -1,329.37

TOTALES 72,959,459 215,407,627



V piso = 12,831.40M X 1 758.86 0 -4.709 75,348,324 -172.31 1,591.07

por Momento torsor


Cortantes por Mt del RNCDatos para fuerza cortante



M X 2 502.51 3,375,158 -3.209 23,170,864 -77.76 717.99M X 3 1,264.04 20,092,957 -1.159 7,602,954 -70.64 652.29M X 4 3,592.95 57,112,794 -1.159 21,610,854 -200.80 1,854.10M X 5 3,592.95 104,572,722 1.791 51,605,528 310.29 -2,865.13M X 6 2,425.83 70,603,819 1.791 34,842,235 209.50 -1,934.43M X 7 331.77 14,781,451 5.241 40,805,839 83.85 -774.20M X 8 362.48 0 -4.709 35,991,193 -82.31 760.00M X 9 758.86 0 -4.709 75,348,324 -172.31 1,591.07M X 10 996.00 0 -4.709 98,894,465 -226.16 2,088.27M X 11 2,126.72 0 -4.709 211,165,052 -482.91 4,459.00

TOTALES 270,538,901 254,986,598

DIRECCION YY

Nivel 1Cortante ato para centDirecto Rigideces

Vd Kyi Xi Xi - Xr Kl(Xi - Xr)^2 Vt1 + Vt2 +( Kg ) ( m ) ( Kg ) ( Kg )

V piso = 84,667.00M Y 1 30,238.81 0 -2.517 349,489,905 -7,294.10 -3,283.52

M Y 2 12,080.60 81,544,307 1.183 30,843,341 1,369.61 616.55M Y 3 12,080.60 81,544,307 1.183 30,843,341 1,369.61 616.55M Y 4 7,760.49 68,664,864 2.333 77,058,811 1,735.11 781.08M Y 5 9,910.95 131,086,134 4.733 405,034,257 4,495.47 2,023.69M Y 6 1,413.16 25,909,644 7.533 146,295,617 1,020.20 459.25M Y 7 1,413.16 0 -2.517 16,332,844 -340.88 -153.45M Y 8 2,048.45 0 -2.517 23,675,330 -494.12 -222.43

2,048.45 0 -2.517 23,675,330 -494.12 -222.435,672.32 0 -2.517 65,558,743 -1,368.26 -615.94

TOTALES 388,749,256 ###########


Vd Kyi Xi Xi - Xr Kl(Xi - Xr)^2 Vt1 + Vt2 +por Momento torsor



Datos para fuerza cortante Cortantes por Mt del RNC



( Kg ) ( m ) ( Kg ) ( Kg )

V piso = 66,613.70M Y 1 23,791.08 0 -2.517 349,489,905 -6,977.09 -3,054.31M Y 2 9,504.69 81,544,307 1.183 30,843,341 1,310.09 573.51M Y 3 9,504.69 81,544,307 1.183 30,843,341 1,310.09 573.51M Y 4 6,105.75 68,664,864 2.333 77,058,811 1,659.70 726.56M Y 5 7,797.67 131,086,134 4.733 405,034,257 4,300.10 1,882.42M Y 6 1,111.84 25,909,644 7.533 146,295,617 975.86 427.19M Y 7 1,111.84 0 -2.517 16,332,844 -326.06 -142.74M Y 8 1,611.67 0 -2.517 23,675,330 -472.65 -206.91

1,611.67 0 -2.517 23,675,330 -472.65 -206.914,462.83 0 -2.517 65,558,743 -1,308.79 -572.94

TOTALES 388,749,256 ###########

Nivel 3Cortante Dato para centDirecto Rigideces

Vd Kyi Xi Xi - Xr Kl(Xi - Xr)^2 Vt1 + Vt2 +(Kg) (m) (Kg) (Kg)

V piso = 48,955.60M Y 1 17,484.49 0 -2.517 349,489,905 -6,957.13 -3,053.79M Y 2 6,985.16 81,544,307 1.183 30,843,341 1,306.34 573.41M Y 3 6,985.16 81,544,307 1.183 30,843,341 1,306.34 573.41M Y 4 4,487.22 68,664,864 2.333 77,058,811 1,654.96 726.43M Y 5 5,730.64 131,086,134 4.733 405,034,257 4,287.80 1,882.10M Y 6 817.11 25,909,644 7.533 146,295,617 973.07 427.12M Y 7 817.11 0 -2.517 16,332,844 -325.13 -142.71M Y 8 1,184.44 0 -2.517 23,675,330 -471.29 -206.87

1,184.44 0 -2.517 23,675,330 -471.29 -206.873,279.81 0 -2.517 65,558,743 -1,305.05 -572.84

TOTALES 388,749,256 ###########

Nivel 4Cortante Dato para centDirecto Rigideces








V piso = 31,385.00M Y 1 11,209.15 0 -2.517 349,489,905 -7,375.01 -3,253.29M Y 2 4,478.13 81,544,307 1.183 30,843,341 1,384.80 610.87M Y 3 4,478.13 81,544,307 1.183 30,843,341 1,384.80 610.87M Y 4 2,876.72 68,664,864 2.333 77,058,811 1,754.36 773.89M Y 5 3,673.87 131,086,134 4.733 405,034,257 4,545.34 2,005.06M Y 6 523.84 25,909,644 7.533 146,295,617 1,031.51 455.02M Y 7 523.84 0 -2.517 16,332,844 -344.66 -152.04M Y 8 759.34 0 -2.517 23,675,330 -499.60 -220.39

759.34 0 -2.517 23,675,330 -499.60 -220.392,102.66 0 -2.517 65,558,743 -1,383.43 -610.27

TOTALES 388,749,256 ###########

Nivel 5 Cortante Dato para centDirecto Rigideces


V piso = 12,831.40M Y 1 4,582.73 0 -2.517 349,489,905 -5,152.28 -2,301.76M Y 2 1,830.83 81,544,307 1.183 30,843,341 967.44 432.20M Y 3 1,830.83 81,544,307 1.183 30,843,341 967.44 432.20M Y 4 1,176.11 68,664,864 2.333 77,058,811 1,225.62 547.54M Y 5 1,502.02 131,086,134 4.733 405,034,257 3,175.43 1,418.61M Y 6 214.17 25,909,644 7.533 146,295,617 720.63 321.94M Y 7 214.17 0 -2.517 16,332,844 -240.78 -107.57M Y 8 310.45 0 -2.517 23,675,330 -349.03 -155.93

310.45 0 -2.517 23,675,330 -349.03 -155.93859.65 0 -2.517 65,558,743 -966.49 -431.77

TOTALES 388,749,256 ###########

por Momento torsor Cortantes por Mt del RNCDatos para fuerza cortante



Cortante por Cortante Fuerza Momentotorsion total horizontal muro

Vt Vmi Fmi Mm( Kg ) ( Kg ) ( Kg ) ( Kg-m )

1,854.26 16,819.11 9,274.68 96,629.68742.55 10,652.22 6,501.03 55,178.32

199.40 25,126.50 12,939.30 145,250.3384.69 10,671.99 5,495.71 73,738.39935.06 11,522.36 4,571.24 92,603.21631.32 7,779.49 3,086.34 62,522.38

1,314.81 7,857.41 2,279.16 61,777.14885.71 8,033.88 8,033.88 20,888.09

1,854.26 16,819.11 16,819.11 43,729.692,433.71 22,075.04 22,075.04 57,395.10



5,196.60 47,135.88 47,135.88 122,553.29



1,623.42 7,544.43 1,580.25 52,899.99230.32 4,151.19 1,040.87 27,482.55

2,324.52 12,187.20 2,629.72 79,921.43987.30 5,176.28 1,116.93 45,991.22

2,762.14 6,951.12 1,128.61 62,645.081,864.90 4,693.15 762.00 42,295.712,989.60 5,578.25 705.89 41,347.88775.45 3,603.70 754.82 25,268.44

1,623.42 7,544.43 1,580.25 52,899.992,130.74 9,902.04 2,074.06 69,431.084,549.67 21,143.40 4,428.65 148,253.22


Vt Vmi Fmi Mm(Kg) (Kg) (Kg) (Kg-m)

1,612.73 5,964.18 1,476.57 33,284.47228.81 3,110.32 1,022.12 16,689.45

2,309.22 9,557.48 2,479.48 48,234.71980.79 4,059.35 1,053.10 32,532.89



2,743.95 5,822.51 959.96 44,572.161,852.62 3,931.15 648.13 30,093.522,969.92 4,872.36 525.91 26,844.43770.35 2,848.88 705.31 15,898.82

1,612.73 5,964.18 1,476.57 33,284.472,116.71 7,827.98 1,938.01 43,685.774,519.72 16,714.75 4,138.15 93,280.38



1,697.93 4,487.61 2,137.68 17,777.60240.89 2,088.20 867.70 8,602.62

2,431.21 7,078.00 5,161.67 23,385.261,032.61 3,006.25 -2,440.80 21,978.582,888.91 4,862.55 -1,595.53 29,433.641,950.49 3,283.02 -1,077.24 19,872.533,126.81 4,346.45 3,240.48 14,176.29811.04 2,143.57 1,021.09 8,491.73

1,697.93 4,487.61 2,137.68 17,777.602,228.53 5,889.97 2,805.70 23,333.024,758.48 12,576.60 5,990.88 49,822.03



1,591.07 2,349.93 2,349.93 6,109.82



717.99 1,220.50 1,220.50 3,173.30652.29 1,916.33 1,916.33 4,982.46

1,854.10 5,447.05 5,447.05 14,162.332,865.13 6,458.08 6,458.08 16,791.011,934.43 4,360.26 4,360.26 11,336.68774.20 1,105.97 1,105.97 2,875.52760.00 1,122.48 1,122.48 2,918.45

1,591.07 2,349.93 2,349.93 6,109.822,088.27 3,084.27 3,084.27 8,019.104,459.00 6,585.72 6,585.72 17,122.87



7,294.10 37,532.91 6,764.74 314,760.86

1,369.61 13,450.21 2,635.43 107,165.991,369.61 13,450.21 2,635.43 107,165.991,735.11 9,495.60 1,730.15 79,133.704,495.47 14,406.42 2,308.65 128,490.151,020.20 2,433.36 345.66 22,883.61340.88 1,754.04 316.14 14,709.84494.12 2,542.57 458.25 21,322.70494.12 2,542.57

1,368.26 7,040.58


Vt Vmi Fmi Mm



( Kg ) ( Kg ) ( Kg ) ( Kg-m )

6,977.09 30,768.17 6,326.55 217,175.301,310.09 10,814.78 2,523.28 72,195.451,310.09 10,814.78 2,523.28 72,195.451,659.70 7,765.45 1,623.27 54,445.144,300.10 12,097.77 2,079.33 91,033.46975.86 2,087.70 297.52 16,556.88326.06 1,437.90 295.66 10,149.33472.65 2,084.32 428.59 14,712.02472.65 2,084.32

1,308.79 5,771.62



6,957.13 24,441.62 5,857.46 137,178.051,306.34 8,291.50 2,428.57 44,077.021,306.34 8,291.50 2,428.57 44,077.021,654.96 6,142.18 1,511.10 34,254.974,287.80 10,018.44 1,799.23 59,579.26973.07 1,790.18 234.83 11,128.86325.13 1,142.24 273.74 6,410.79471.29 1,655.73 396.79 9,292.79471.29 1,655.73

1,305.05 4,584.86





7,375.01 18,584.16 8,849.15 73,629.841,384.80 5,862.93 3,064.66 22,519.121,384.80 5,862.93 3,064.66 22,519.121,754.36 4,631.08 2,229.35 18,285.314,545.34 8,219.21 3,541.76 33,531.321,031.51 1,555.35 620.55 6,474.39344.66 868.50 413.55 3,440.97499.60 1,258.94 599.46 4,987.89499.60 1,258.94

1,383.43 3,486.09



5,152.28 9,735.01 9,735.01 25,311.03967.44 2,798.27 2,798.27 7,275.50967.44 2,798.27 2,798.27 7,275.50

1,225.62 2,401.73 2,401.73 6,244.503,175.43 4,677.45 4,677.45 12,161.37720.63 934.80 934.80 2,430.48240.78 454.95 454.95 1,182.87349.03 659.48 659.48 1,714.65349.03 659.48 659.48 1,714.65966.49 1,826.14 1,826.14 4,747.96



DISEÑO DE MUROS EN ALBAÑILERIA CONFINADA

NORMA DE ALBAÑILERIA E-070

DATOS GENERALESResistencia muro f'm =65 Kg/cm2Resistencia Acero fy =4 200 Kg/cm2Resistencia concreto f'c = 210 Kg/cm2Pred. Largo columnas b=15 cmMortero con/sin cal (c/s) Tipo =SRecubrimiento + As/2 Tipo =3.5 cmAs Estribos Av =1.56 cm2

% sobre carga % s/c =0.25

Modulo de elasticidadConcreto Ec =217,370.65 Kg/cm2Albañilería Em =32,500.00 Kg/cm2Relacion modular Ec/Em n =6.69

ESFUERZOS ADMISIBLES "CONSTANTES"Compresión por flexión Fm =26.00 Kg/cm2Tracción por flexión Ft =1.00 Kg/cm2

DIRECCION X - X

Nivel 1

Longitud Espesor Carga muerta Carga viva Cortante Cortantel t wd wl Vmi Paño Vi

( m ) ( m ) ( kg/m ) ( kg/m ) ( Kg ) ( Kg )

Mínimo :Altura libre 2.600 0.13M X 1 1.550 0.250 26,770.613 1,843.226 16,819.11 16,819.11M X 2 1.325 0.250 9,472.642 1,509.434 10,652.22 10,652.22M X 3 1.900 0.250 22,803.316 1,493.684 25,126.50 25,126.50M X 4 1.750 0.130 18,637.377 1,068.914 10,671.99 10,671.99M X 5 1.750 0.130 16,721.497 900.114 11,522.36 11,522.36M X 6 1.500 0.130 28,498.473 1,937.733 7,779.49 7,779.49M X 7 1.450 0.130 22,268.117 1,693.931 7,857.41 7,857.41



M X 8 1.500 0.130 608.400 0.000 8,033.88 8,033.88M X 9 1.550 0.250 1,170.000 0.000 16,819.11 16,819.11M X 10 1.725 0.250 1,170.000 0.000 22,075.04 22,075.04M X 11 2.375 0.250 1,170.000 0.000 47,135.88 47,135.88

TOTALES

Nivel 2


( m ) ( m ) ( kg/m ) ( kg/m ) ( Kg ) ( Kg )

Altura libre 2.600M X 1 1.550 0.250 21,176.871 1,843.226 7,544.43 7,544.43M X 2 1.325 0.250 4,680.000 0.000 4,151.19 4,151.19M X 3 1.900 0.250 18,048.474 1,493.684 12,187.20 12,187.20M X 4 1.750 0.130 15,463.583 1,068.914 5,176.28 5,176.28M X 5 1.750 0.130 13,952.823 900.114 6,951.12 6,951.12M X 6 1.500 0.130 23,239.513 1,937.733 4,693.15 4,693.15M X 7 1.450 0.130 17,594.283 1,693.931 5,578.25 5,578.25M X 8 1.500 0.130 2,433.600 0.000 3,603.70 3,603.70M X 9 1.550 0.250 4,680.000 0.000 7,544.43 7,544.43M X 10 1.725 0.250 4,680.000 0.000 9,902.04 9,902.04M X 11 2.375 0.250 4,680.000 0.000 21,143.40 21,143.40

TOTALES

Nivel 3

Longitud Espesor Carga muerta Carga viva Cortante Cortantel t wd wl Vmi Paño Vi(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M X 2 1.550 0.250 15,629.210 1,843.226 5,964.18 5,964.18M X 2 1.325 0.250 3,510.000 0.000 3,110.32 3,110.32M X 3 1.900 0.250 13,330.974 1,493.684 9,557.48 9,557.48



M X 4 1.750 0.130 12,316.511 1,068.914 4,059.35 4,059.35M X 5 1.750 0.130 11,206.651 900.114 5,822.51 5,822.51M X 6 1.500 0.130 18,028.997 1,937.733 3,931.15 3,931.15M X 7 1.450 0.130 12,962.797 1,693.931 4,872.36 4,872.36M X 8 1.500 0.130 1,825.200 0.000 2,848.88 2,848.88M X 9 1.550 0.250 3,510.000 0.000 5,964.18 5,964.18M X 10 1.725 0.250 3,510.000 0.000 7,827.98 7,827.98M X 11 2.375 0.250 3,510.000 0.000 16,714.75 16,714.75

TOTALES

Nivel 4


(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M X 2 1.550 0.250 10,127.629 1,843.226 4,487.61 4,487.61M X 2 1.325 0.250 2,340.000 0.000 2,088.20 2,088.20M X 3 1.900 0.250 8,650.816 1,493.684 7,078.00 7,078.00M X 4 1.750 0.130 9,196.163 1,068.914 3,006.25 3,006.25M X 5 1.750 0.130 8,482.983 900.114 4,862.55 4,862.55M X 6 1.500 0.130 12,866.923 1,937.733 3,283.02 3,283.02M X 7 1.450 0.130 8,373.659 1,693.931 4,346.45 4,346.45M X 8 1.500 0.130 1,216.800 0.000 2,143.57 2,143.57M X 9 1.550 0.250 2,340.000 0.000 4,487.61 4,487.61M X 10 1.725 0.250 2,340.000 0.000 5,889.97 5,889.97M X 11 2.375 0.250 2,340.000 0.000 12,576.60 12,576.60

TOTALES

Nivel 5


(m) (m) (kg/m) (kg/m) (Kg) (Kg)



Nivel 2


(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M Y 1 10.950 0.130 2,433.600 0.000 30,768.17 10,256.06M Y 2 5.350 0.130 2,433.600 0.000 10,814.78 5,407.39M Y 3 5.350 0.130 2,433.600 0.000 10,814.78 5,407.39M Y 4 4.050 0.130 2,433.600 0.000 7,765.45 7,765.45M Y 5 4.700 0.130 5,194.770 308.511 12,097.77 12,097.77M Y 6 1.800 0.130 10,140.544 861.111 2,087.70 2,087.70M Y 7 1.800 0.130 2,433.600 0.000 1,437.90 1,437.90M Y 8 2.100 0.130 2,433.600 0.000 2,084.32 2,084.32

M Y 9 2.100 0.130 0.000 0.000 2,084.32 2,084.32M Y 10 3.400 0.130 0.000 0.000 5,771.62 5,771.62TOTALES

Nivel 3


(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M Y 1 10.950 0.130 1,825.200 0.000 24,441.62 8,147.21M Y 2 5.350 0.130 1,825.200 0.000 8,291.50 4,145.75M Y 3 5.350 0.130 1,825.200 0.000 8,291.50 4,145.75M Y 4 4.050 0.130 1,825.200 0.000 6,142.18 6,142.18M Y 5 4.700 0.130 3,853.657 308.511 10,018.44 10,018.44M Y 6 1.800 0.130 7,487.006 861.111 1,790.18 1,790.18M Y 7 1.800 0.130 1,825.200 0.000 1,142.24 1,142.24M Y 8 2.100 0.130 1,825.200 0.000 1,655.73 1,655.73M Y 9 2.100 0.130 0.000 0.000 1,655.73 1,655.73M Y 10 3.400 0.130 0.000 0.000 4,584.86 4,584.86TOTALES



Nivel 4


(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M Y 1 10.950 0.130 1,216.800 0.000 18,584.16 6,194.72M Y 2 5.350 0.130 1,216.800 0.000 5,862.93 2,931.47M Y 3 5.350 0.130 1,216.800 0.000 5,862.93 2,931.47M Y 4 4.050 0.130 1,216.800 0.000 4,631.08 4,631.08M Y 5 4.700 0.130 2,520.257 308.511 8,219.21 8,219.21

M Y 6 1.800 0.130 4,854.994 861.111 1,555.35 1,555.35M Y 7 1.800 0.130 1,216.800 0.000 868.50 868.50M Y 8 2.100 0.130 1,216.800 0.000 1,258.94 1,258.94M Y 9 2.100 0.130 0.000 0.000 1,258.94 1,258.94M Y 10 3.400 0.130 0.000 0.000 3,486.09 3,486.09TOTALES

Nivel 5


(m) (m) (kg/m) (kg/m) (Kg) (Kg)

Altura libre 2.600M Y 1 10.950 0.130 608.400 0.000 9,735.01 3,245.00M Y 2 5.350 0.130 608.400 0.000 2,798.27 1,399.14M Y 3 5.350 0.130 608.400 0.000 2,798.27 1,399.14M Y 4 4.050 0.130 608.400 0.000 2,401.73 2,401.73M Y 5 4.700 0.130 1,194.570 308.511 4,677.45 4,677.45M Y 6 1.800 0.130 2,244.511 861.111 934.80 934.80M Y 7 1.800 0.130 608.400 0.000 454.95 454.95M Y 8 2.100 0.130 608.400 0.000 659.48 659.48M Y 9 2.100 0.130 0.000 0.000 659.48 659.48



M Y 10 3.400 0.130 0.000 0.000 1,826.14 1,826.14TOTALES

COSTO MUROS

Nivel Concreto Encofrado Acero Muros( m3 ) ( m2 ) ( m3 ) ( m3 )

X - 1 3.852 42.07 0.05181856 2.37

En Nuevos soles

RESUMEN METRADOS



X - 2 2.149 26.78 0.03543091 3.65X - 3 1.892 24.22 0.03049889 3.84X - 4 1.764 22.99 0.02845244 3.94X - 5 4.776 34.05 0.05892663 11.27Y - 1 4.743 57.05 0.05620357 9.54Y - 2 3.988 49.21 0.04684599 9.97Y - 3 3.287 41.95 0.04064958 10.34Y - 4 2.830 37.34 0.03723310 10.57Y - 5 2.322 32.21 0.03472449 10.83

TOTAL 31.603 367.87 0.42078416 76.32

Unidad C. Unitario Metrado C. Parcial C. Totalm3 200 31.603 S/6,320.60m3 15700 0.42078416 S/6,606.31m2 12 367.87 S/4,414.44m3 200 76.32 S/15,264.00

S/32,605.35Acero : 7850 Kg/m3

ConcretoAceroEncofrado/desencofradoMuro e = 0.15 m.

Partida



DIRECCIO

Nivel 1

Momento Long. confin. Area InerciaMm l Espesor Longitud A I

( Kg-m ) ( m ) # Paños ( cm2 ) ( cm4 )

Altura libre96,629.68 1.400 SI 1 7,767.50 ########### M X 155,178.32 1.175 SI 1 7,205.00 ########### M X 2145,250.33 1.750 SI 1 8,642.50 ########### M X 373,738.39 1.600 CAMBIAR 1 4,299.10 ########### M X 492,603.21 1.600 CAMBIAR 1 4,299.10 ########### M X 562,522.38 1.350 CAMBIAR 1 3,974.10 ########### M X 661,777.14 1.300 CAMBIAR 1 3,909.10 9,758,590.83 M X 7

VerificaciónSECCION TRANSFORMAD



20,888.09 1.350 CAMBIAR 1 3,974.10 ########### M X 843,729.69 1.400 SI 1 7,767.50 ########### M X 957,395.10 1.575 SI 1 8,205.00 ########### M X 10122,553.29 2.225 SI 1 9,830.00 ########### M X 11

TOTALES

Nivel 2


( Kg-m ) ( m ) # Paños (cm2) (cm4)

Altura libre52,899.99 1.400 SI 1 7,767.50 ########### M X 127,482.55 1.175 SI 1 7,205.00 ########### M X 279,921.43 1.750 SI 1 8,642.50 ########### M X 345,991.22 1.600 CAMBIAR 1 4,299.10 ########### M X 462,645.08 1.600 CAMBIAR 1 4,299.10 ########### M X 542,295.71 1.350 CAMBIAR 1 3,974.10 ########### M X 641,347.88 1.300 CAMBIAR 1 3,909.10 9,758,590.83 M X 725,268.44 1.350 CAMBIAR 1 3,974.10 ########### M X 852,899.99 1.400 SI 1 7,767.50 ########### M X 969,431.08 1.575 SI 1 8,205.00 ########### M X 10148,253.22 2.225 SI 1 9,830.00 ########### M X 11

TOTALES

Nivel 3

Momento Long. confin. Area InerciaMm l Espesor Longitud A I(Kg-m) (m) # Paños (cm2) (cm4)

Altura libre33,284.47 1.400 SI 1 7,767.50 ########### M X 216,689.45 1.175 SI 1 7,205.00 ########### M X 248,234.71 1.750 SI 1 8,642.50 ########### M X 3

SECCION TRANSFORMAD

SECCION TRANSFORMAD

Verificación

Verificación



32,532.89 1.600 CAMBIAR 1 4,299.10 ########### M X 444,572.16 1.600 CAMBIAR 1 4,299.10 ########### M X 530,093.52 1.350 CAMBIAR 1 3,974.10 ########### M X 626,844.43 1.300 CAMBIAR 1 3,909.10 9,758,590.83 M X 715,898.82 1.350 CAMBIAR 1 3,974.10 ########### M X 833,284.47 1.400 SI 1 7,767.50 ########### M X 943,685.77 1.575 SI 1 8,205.00 ########### M X 1093,280.38 2.225 SI 1 9,830.00 ########### M X 11

TOTALES

Nivel 4


(Kg-m) (m) # Paños (cm2) (cm4)

Altura libre17,777.60 1.400 SI 1 7,767.50 ########### M X 28,602.62 1.175 SI 1 7,205.00 ########### M X 223,385.26 1.750 SI 1 8,642.50 ########### M X 321,978.58 1.600 CAMBIAR 1 4,299.10 ########### M X 429,433.64 1.600 CAMBIAR 1 4,299.10 ########### M X 519,872.53 1.350 CAMBIAR 1 3,974.10 ########### M X 614,176.29 1.300 CAMBIAR 1 3,909.10 9,758,590.83 M X 78,491.73 1.350 CAMBIAR 1 3,974.10 ########### M X 817,777.60 1.400 SI 1 7,767.50 ########### M X 923,333.02 1.575 SI 1 8,205.00 ########### M X 1049,822.03 2.225 SI 1 9,830.00 ########### M X 11

TOTALES

Nivel 5



Verificación


SECCION TRANSFORMAD



Altura libre6,109.82 1.400 SI 1 7,767.50 ########### M X 23,173.30 1.175 SI 1 7,205.00 ########### M X 24,982.46 1.750 SI 1 8,642.50 ########### M X 314,162.33 1.600 SI 1 28,770.90 ########### M X 4

16,791.01 1.600 SI 1 28,770.90 ########### M X 511,336.68 1.350 SI 1 26,595.90 ########### M X 62,875.52 1.300 CAMBIAR 1 3,909.10 9,758,590.83 M X 72,918.45 1.350 CAMBIAR 1 3,974.10 ########### M X 86,109.82 1.400 SI 1 7,767.50 ########### M X 98,019.10 1.575 SI 1 8,205.00 ########### M X 1017,122.87 2.225 SI 1 9,830.00 ########### M X 11

TOTALES

DIRECCIO

Nivel 1


(Kg-m) (m) # Paños (cm2) (cm4)Altura libre

314,760.86 10.800 CAMBIAR 3 16,259.10 ########### M Y 1107,165.99 5.200 CAMBIAR 2 8,979.10 ########### M Y 2107,165.99 5.200 CAMBIAR 2 8,979.10 ########### M Y 379,133.70 3.900 CAMBIAR 1 7,289.10 ########### M Y 4128,490.15 4.550 CAMBIAR 1 8,134.10 ########### M Y 522,883.61 1.650 CAMBIAR 1 4,364.10 ########### M Y 614,709.84 1.650 CAMBIAR 1 4,364.10 ########### M Y 7

21,322.70 1.950 CAMBIAR 1 4,754.10 ########### M Y 80.00 1.950 CAMBIAR 1 4,754.10 ########### M Y 90.00 3.250 CAMBIAR 1 6,444.10 ########### M Y 10

TOTALES




Nivel 2



Altura libre217,175.30 10.800 CAMBIAR 3 16,259.10 ########### M Y 172,195.45 5.200 CAMBIAR 2 8,979.10 ########### M Y 272,195.45 5.200 CAMBIAR 2 8,979.10 ########### M Y 354,445.14 3.900 CAMBIAR 1 7,289.10 ########### M Y 491,033.46 4.550 CAMBIAR 1 8,134.10 ########### M Y 516,556.88 1.650 CAMBIAR 1 4,364.10 ########### M Y 610,149.33 1.650 CAMBIAR 1 4,364.10 ########### M Y 714,712.02 1.950 CAMBIAR 1 4,754.10 ########### M Y 8

0.00 1.950 CAMBIAR 1 4,754.10 ########### M Y 90.00 3.250 CAMBIAR 1 6,444.10 ########### M Y 10TOTALES

Nivel 3



Altura libre137,178.05 10.800 CAMBIAR 3 16,259.10 ########### M Y 144,077.02 5.200 CAMBIAR 2 8,979.10 ########### M Y 244,077.02 5.200 CAMBIAR 2 8,979.10 ########### M Y 334,254.97 3.900 CAMBIAR 1 7,289.10 ########### M Y 459,579.26 4.550 CAMBIAR 1 8,134.10 ########### M Y 511,128.86 1.650 CAMBIAR 1 4,364.10 ########### M Y 66,410.79 1.650 CAMBIAR 1 4,364.10 ########### M Y 79,292.79 1.950 CAMBIAR 1 4,754.10 ########### M Y 8

0.00 1.950 CAMBIAR 1 4,754.10 ########### M Y 90.00 3.250 CAMBIAR 1 6,444.10 ########### M Y 10

TOTALES

Verificación

SECCION TRANSFORMAD

SECCION TRANSFORMAD

Verificación



Nivel 4



Altura libre73,629.84 10.800 CAMBIAR 3 16,259.10 ########### M Y 122,519.12 5.200 CAMBIAR 2 8,979.10 ########### M Y 222,519.12 5.200 CAMBIAR 2 8,979.10 ########### M Y 318,285.31 3.900 CAMBIAR 1 7,289.10 ########### M Y 433,531.32 4.550 CAMBIAR 1 8,134.10 ########### M Y 5

6,474.39 1.650 CAMBIAR 1 4,364.10 ########### M Y 63,440.97 1.650 CAMBIAR 1 4,364.10 ########### M Y 74,987.89 1.950 CAMBIAR 1 4,754.10 ########### M Y 8

0.00 1.950 CAMBIAR 1 4,754.10 ########### M Y 90.00 3.250 CAMBIAR 1 6,444.10 ########### M Y 10

TOTALES

Nivel 5



Altura libre25,311.03 10.800 CAMBIAR 3 16,259.10 ########### M Y 17,275.50 5.200 CAMBIAR 2 8,979.10 ########### M Y 27,275.50 5.200 CAMBIAR 2 8,979.10 ########### M Y 36,244.50 3.900 CAMBIAR 1 7,289.10 ########### M Y 412,161.37 4.550 CAMBIAR 1 8,134.10 ########### M Y 52,430.48 1.650 CAMBIAR 1 4,364.10 ########### M Y 61,182.87 1.650 CAMBIAR 1 4,364.10 ########### M Y 71,714.65 1.950 CAMBIAR 1 4,754.10 ########### M Y 81,714.65 1.950 CAMBIAR 1 4,754.10 ########### M Y 9

Verificación


SECCION TRANSFORMAD



4,747.96 3.250 CAMBIAR 1 6,444.10 ########### M Y 10TOTALES

COSTO APROXIMADOMUROS



COSTOSConcreto (m3) 200 En nuevos solesAcero (Kg) 2Encofrado/desencofrado (M2) 12Muro e = 0.15 m. (M2) 30

S/32,605.35



X - X

Compresión Cortante Compresión Cortante TracciónAxial Axial por flexión Axial Flexión

Fa Vm fa vm ft fas fm( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2

2.60011.85 2.07 5.16 2.17 25.20 4.91 30.1111.85 1.48 1.79 1.48 20.49 1.61 22.1011.85 2.03 4.92 2.91 28.27 4.69 32.968.76 2.45 7.33 2.48 29.50 7.04 36.548.76 2.32 6.56 2.68 39.58 6.31 45.898.76 2.94 10.34 1.96 29.61 9.85 39.468.76 2.53 7.97 2.01 33.60 7.55 41.15

ESFUERZOS ADMISIBLESFlexocompresión

ESFUERZOS ACTUANTES



8.76 2.03 4.98 0.94 11.44 4.68 16.128.76 1.95 4.51 1.35 17.84 4.25 22.098.76 2.30 6.78 0.99 12.70 6.29 18.998.76 1.98 4.87 1.25 13.43 4.45 17.888.76 1.31 0.62 0.72 9.41 0.62 10.0311.85 1.31 0.63 0.77 9.74 0.63 10.3711.85 1.32 0.67 0.95 10.84 0.67 11.5111.85 1.34 0.79 1.70 14.26 0.79 15.05

Compresión Cortante Compresión Cortante TracciónAxial Axial por flexión Axial FlexiónFa Vm fa vm ft fas fm

( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2

2.6011.85 1.53 2.16 0.58 3.63 1.91 5.5411.85 1.27 0.38 0.29 3.07 0.38 3.4511.85 1.52 2.05 0.82 3.48 1.83 5.318.76 1.82 3.82 0.70 7.37 3.52 10.898.76 1.77 3.49 1.13 11.35 3.24 14.598.76 1.99 5.03 0.83 8.00 4.54 12.548.76 1.70 3.35 1.11 6.51 2.93 9.448.76 1.27 0.41 0.54 4.95 0.41 5.3611.85 1.28 0.42 0.58 5.12 0.42 5.5411.85 1.28 0.45 0.72 5.70 0.45 6.1511.85 1.30 0.53 1.28 7.51 0.53 8.04



Flexocompresión

ESFUERZOS ADMISIBLES

ESFUERZOS ADMISIBLES ESFUERZOS ACTUANTES

ESFUERZOS ACTUANTESFlexocompresión



2.6011.85 1.35 1.17 0.30 0.97 0.93 1.9011.85 1.23 0.19 0.17 1.08 0.19 1.2711.85 1.35 1.11 0.22 0.24 0.89 1.1312.91 1.26 0.40 0.19 0.70 0.35 1.05

12.91 1.26 0.37 0.22 0.91 0.33 1.2412.91 1.27 0.49 0.16 0.65 0.42 1.078.76 1.43 1.84 0.28 0.51 1.41 1.928.76 1.24 0.21 0.28 1.63 0.21 1.8411.85 1.24 0.21 0.30 1.69 0.21 1.9011.85 1.24 0.22 0.38 1.89 0.22 2.1111.85 1.25 0.26 0.67 2.50 0.26 2.76

Y - Y


( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm22.608.76 1.56 2.02 0.77 6.50 2.02 8.528.76 1.52 1.76 0.75 7.72 1.76 9.488.76 1.52 1.76 0.75 7.72 1.76 9.488.76 1.49 1.63 1.30 9.21 1.63 10.848.76 1.86 3.83 1.77 10.25 3.70 13.958.76 2.07 5.17 0.56 5.93 4.93 10.868.76 1.41 1.15 0.40 5.83 1.15 6.98

8.76 1.42 1.25 0.53 6.73 1.25 7.988.76 1.20 0.00 0.53 0.00 0.00 0.008.76 1.20 0.00 1.09 0.00 0.00 0.00

ESFUERZOS ADMISIBLES ESFUERZOS ACTUANTESFlexocompresión





2.608.76 1.49 1.62 0.63 4.26 1.62 5.888.76 1.45 1.41 0.60 4.98 1.41 6.398.76 1.45 1.41 0.60 4.98 1.41 6.398.76 1.43 1.30 1.07 6.16 1.30 7.468.76 1.72 3.08 1.49 6.94 2.95 9.898.76 1.89 4.16 0.48 3.93 3.92 7.858.76 1.37 0.92 0.33 3.89 0.92 4.818.76 1.38 1.00 0.44 4.51 1.00 5.51

8.76 1.20 0.00 0.44 0.00 0.00 0.008.76 1.20 0.00 0.90 0.00 0.00 0.00

Compresión Cortante Compresión Cortante Tracción

Axial Axial por flexión Axial FlexiónFa Vm fa vm ft fas fm


2.608.76 1.42 1.21 0.50 2.51 1.21 3.728.76 1.39 1.06 0.46 2.84 1.06 3.908.76 1.39 1.06 0.46 2.84 1.06 3.908.76 1.38 0.98 0.84 3.71 0.98 4.698.76 1.59 2.33 1.23 4.27 2.20 6.478.76 1.71 3.16 0.41 2.37 2.91 5.288.76 1.32 0.69 0.26 2.35 0.69 3.048.76 1.33 0.75 0.35 2.73 0.75 3.488.76 1.20 0.00 0.35 0.00 0.00 0.008.76 1.20 0.00 0.71 0.00 0.00 0.00

ESFUERZOS ADMISIBLES ESFUERZOS ACTUANTES

Flexocompresión






8.76 1.35 0.81 0.38 1.18 0.81 1.998.76 1.33 0.70 0.33 1.29 0.70 1.998.76 1.33 0.70 0.33 1.29 0.70 1.998.76 1.32 0.65 0.64 1.86 0.65 2.518.76 1.45 1.58 1.01 2.19 1.45 3.64

8.76 1.53 2.16 0.36 1.15 1.92 3.078.76 1.28 0.46 0.20 1.17 0.46 1.638.76 1.29 0.50 0.26 1.37 0.50 1.878.76 1.20 0.00 0.26 0.00 0.00 0.008.76 1.20 0.00 0.54 0.00 0.00 0.00

Compresión Cortante Compresión Cortante TracciónAxial Axial por flexión Axial Flexión

Fa Vm fa vm ft fas fm( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2 ) ( Kg/cm2

2.6008.76 1.27 0.40 0.20 0.29 0.40 0.698.76 1.26 0.35 0.16 0.29 0.35 0.648.76 1.26 0.35 0.16 0.29 0.35 0.648.76 1.26 0.33 0.33 0.53 0.33 0.868.76 1.32 0.84 0.58 0.61 0.71 1.328.76 1.35 1.17 0.21 0.22 0.93 1.158.76 1.24 0.23 0.10 0.33 0.23 0.568.76 1.24 0.25 0.14 0.39 0.25 0.648.76 1.20 0.00 0.14 0.64 0.00 0.64





8.76 1.20 0.00 0.28 0.85 0.00 0.85



Fa - fa cumple Vm - vm cumple Ft - ft cumplefas/Fa+fm/Fm

2.66.69 Si -0.10 CAMBIAR -24.20 REFORZAR 1.57210.06 Si 0.00 CAMBIAR -19.49 REFORZAR 0.9866.93 Si -0.88 CAMBIAR -27.27 REFORZAR 1.6631.43 Si -0.03 CAMBIAR -28.50 REFORZAR 2.2092.20 Si -0.36 CAMBIAR -38.58 REFORZAR 2.485-1.58 #NAME? 0.98 Si -28.61 REFORZAR 2.6420.79 Si 0.52 Si -32.60 REFORZAR 2.445

VERIFICACIONESCompresión Axial Fuerza Cortante Tracción por flexión Flexo- Co



8.55 Si -0.78 CAMBIAR -11.97 REFORZAR 0.53111.64 Si -0.93 CAMBIAR -12.42 REFORZAR 0.54211.63 Si -1.45 CAMBIAR -13.90 REFORZAR 0.60011.59 Si -3.55 CAMBIAR -18.51 REFORZAR 0.782


2.607.70 Si 0.92 Si -11.58 REFORZAR 0.96311.09 Si 0.76 Si -9.25 REFORZAR 0.4887.89 Si 0.45 Si -13.41 REFORZAR 1.0122.61 Si 1.04 Si -15.94 REFORZAR 1.5443.23 Si 0.51 Si -24.76 REFORZAR 1.7970.21 Si 1.44 Si -17.63 REFORZAR 1.9472.35 Si 0.82 Si -20.55 REFORZAR 1.7437.93 Si 0.44 Si -14.12 REFORZAR 0.70811.01 Si 0.38 Si -14.64 REFORZAR 0.70510.95 Si 0.15 Si -16.40 REFORZAR 0.78010.79 Si -0.76 CAMBIAR -21.86 REFORZAR 1.009


2.608.70 Si 0.94 Si -6.47 REFORZAR 0.64411.28 Si 0.87 Si -5.11 REFORZAR 0.3058.85 Si 0.58 Si -7.18 REFORZAR 0.655

Compresión Axial Fuerza Cortante

VERIFICACIONESFuerza Cortante

Tracción por flexión

Compresión Axial

VERIFICACIONES

Tracción por flexión Flexo- Co

Flexo- Co



3.78 Si 1.09 Si -10.44 REFORZAR 1.1544.25 Si 0.60 Si -16.84 REFORZAR 1.3351.98 Si 1.31 Si -11.70 REFORZAR 1.4483.89 Si 0.73 Si -12.43 REFORZAR 1.1968.14 Si 0.59 Si -8.41 REFORZAR 0.45711.22 Si 0.54 Si -8.74 REFORZAR 0.45211.18 Si 0.37 Si -9.84 REFORZAR 0.49911.06 Si -0.36 CAMBIAR -13.26 REFORZAR 0.646


2.609.69 Si 0.95 Si -2.63 REFORZAR 0.37411.47 Si 0.98 Si -2.07 REFORZAR 0.1659.80 Si 0.70 Si -2.48 REFORZAR 0.3594.94 Si 1.12 Si -6.37 REFORZAR 0.8215.27 Si 0.64 Si -10.35 REFORZAR 0.9313.73 Si 1.16 Si -7.00 REFORZAR 1.0015.41 Si 0.59 Si -5.51 REFORZAR 0.6988.35 Si 0.73 Si -3.95 REFORZAR 0.25311.43 Si 0.70 Si -4.12 REFORZAR 0.24911.40 Si 0.56 Si -4.70 REFORZAR 0.27511.32 Si 0.02 Si -6.51 REFORZAR 0.354

Fa - fa cumple Vm - vm cumple Ft - ft cumple fas/Fa+fm/FmCompresión Axial Fuerza Cortante Tracción por flexión Flexo- Co

VERIFICACIONES

Compresión Axial Fuerza Cortante Tracción por flexión Flexo- CoVERIFICACIONES



2.6010.68 Si 1.05 Si 0.03 Si 0.15211.66 Si 1.06 Si -0.08 REFORZAR 0.06510.74 Si 1.13 Si 0.76 Si 0.11912.51 Si 1.07 Si 0.30 Si 0.067

12.54 Si 1.04 Si 0.09 Si 0.07312.42 Si 1.11 Si 0.35 Si 0.0746.92 Si 1.15 Si 0.49 Si 0.2358.55 Si 0.96 Si -0.63 REFORZAR 0.09511.64 Si 0.94 Si -0.69 REFORZAR 0.09111.63 Si 0.86 Si -0.89 REFORZAR 0.10011.59 Si 0.58 Si -1.50 REFORZAR 0.128

Fa - fa cumple Vm - vm cumple Ft - ft cumple fas/Fa+fm/Fm

2.606.74 Si 0.79 Si -5.50 REFORZAR 0.5587.00 Si 0.77 Si -6.72 REFORZAR 0.5667.00 Si 0.77 Si -6.72 REFORZAR 0.5667.13 Si 0.19 Si -8.21 REFORZAR 0.6034.93 Si 0.09 Si -9.25 REFORZAR 0.9593.59 Si 1.51 Si -4.93 REFORZAR 0.9807.61 Si 1.01 Si -4.83 REFORZAR 0.400

7.51 Si 0.89 Si -5.73 REFORZAR 0.4508.76 Si 0.67 Si 1.00 Si 0.0008.76 Si 0.11 Si 1.00 Si 0.000

VERIFICACIONESCompresión Axial Fuerza Cortante Tracción por flexión Flexo- Co




2.607.14 Si 0.86 Si -3.26 REFORZAR 0.4117.35 Si 0.85 Si -3.98 REFORZAR 0.4077.35 Si 0.85 Si -3.98 REFORZAR 0.4077.46 Si 0.36 Si -5.16 REFORZAR 0.4355.68 Si 0.23 Si -5.94 REFORZAR 0.7174.60 Si 1.41 Si -2.93 REFORZAR 0.7497.84 Si 1.04 Si -2.89 REFORZAR 0.2907.76 Si 0.94 Si -3.51 REFORZAR 0.326

8.76 Si 0.76 Si 1.00 Si 0.0008.76 Si 0.30 Si 1.00 Si 0.000


2.607.55 Si 0.92 Si -1.51 REFORZAR 0.2817.70 Si 0.93 Si -1.84 REFORZAR 0.2717.70 Si 0.93 Si -1.84 REFORZAR 0.2717.78 Si 0.54 Si -2.71 REFORZAR 0.2926.43 Si 0.36 Si -3.27 REFORZAR 0.5005.60 Si 1.30 Si -1.37 REFORZAR 0.5358.07 Si 1.06 Si -1.35 REFORZAR 0.1968.01 Si 0.98 Si -1.73 REFORZAR 0.2198.76 Si 0.85 Si 1.00 Si 0.0008.76 Si 0.49 Si 1.00 Si 0.000

VERIFICACIONES

Fuerza Cortante Tracción por flexión Flexo- Co

Compresión Axial Fuerza Cortante Tracción por flexión

VERIFICACIONES

Flexo- Co

Compresión Axial




2.607.95 Si 0.97 Si -0.18 REFORZAR 0.1698.06 Si 1.00 Si -0.29 REFORZAR 0.1568.06 Si 1.00 Si -0.29 REFORZAR 0.1568.11 Si 0.68 Si -0.86 REFORZAR 0.1717.18 Si 0.44 Si -1.19 REFORZAR 0.306

6.60 Si 1.17 Si -0.15 REFORZAR 0.3378.30 Si 1.08 Si -0.17 REFORZAR 0.1158.26 Si 1.03 Si -0.37 REFORZAR 0.1298.76 Si 0.94 Si 1.00 Si 0.0008.76 Si 0.66 Si 1.00 Si 0.000


2.608.36 Si 1.07 Si 0.71 Si 0.0728.41 Si 1.10 Si 0.71 Si 0.0658.41 Si 1.10 Si 0.71 Si 0.0658.43 Si 0.93 Si 0.47 Si 0.0717.92 Si 0.74 Si 0.39 Si 0.1327.59 Si 1.14 Si 0.78 Si 0.1508.53 Si 1.14 Si 0.67 Si 0.0488.51 Si 1.10 Si 0.61 Si 0.0538.76 Si 1.06 Si 0.36 Si 0.025

Flexo- Co

Flexo- Co

Compresión Axial

Compresión Axial

Fuerza Cortante Tracción por flexión

VERIFICACIONES

VERIFICACIONES

Fuerza Cortante Tracción por flexión



8.76 Si 0.92 Si 0.15 Si 0.033



DIRECCION X - X

Nivel 1

Tracción Area peralte Acero en Acero encumple por flexión Elementos b vigas columnas

( cm2 ) ( cm2 ) ( cm ) ( cm2 ) ( cm2 )

CAMBIAR M X 1 8.79 1,044.57 41.78 5.61 10.41Si M X 2 6.64 661.57 26.46 3.55 4.68

CAMBIAR M X 3 12.63 1,560.50 62.42 8.38 7.80CAMBIAR M X 4 5.90 662.79 50.98 3.56 4.22CAMBIAR M X 5 8.45 715.61 55.05 3.84 4.20CAMBIAR M X 6 4.64 483.15 37.17 2.59 3.36CAMBIAR M X 7 5.52 487.99 37.54 2.62 3.02

REFUERZO mpresión



Si M X 8 2.67 498.95 38.38 2.68 2.88Si M X 9 5.51 1,044.57 41.78 5.61 6.01Si M X 10 6.88 1,370.99 54.84 7.36 7.24Si M X 11 12.75 2,927.42 117.10 15.71 14.64

TOTALES

Nivel 2


(cm2) (cm2) (cm) (cm2) (cm2)

Si M X 1 4.00 500.00 20.00 2.51 4.67Si M X 2 3.34 500.00 20.00 2.50 2.50

CAMBIAR M X 3 5.96 756.90 30.28 4.06 3.78CAMBIAR M X 4 3.12 321.48 24.73 1.73 2.05CAMBIAR M X 5 5.29 431.71 33.21 2.32 2.53CAMBIAR M X 6 2.72 291.47 22.42 1.56 2.03CAMBIAR M X 7 3.39 346.44 26.65 1.86 2.15

Si M X 8 2.99 260.00 20.00 1.30 1.30Si M X 9 6.18 500.00 20.00 2.51 2.69Si M X 10 7.76 614.98 24.60 3.30 3.25

CAMBIAR M X 11 14.47 1,313.13 52.53 7.05 6.57TOTALES

Nivel 3

Tracción Area peralte Acero en Acero encumple por flexión Elementos b vigas columnas(cm2) (cm2) (cm) (cm2) (cm2)

Si M X 1 2.24 500.00 20.00 2.50 3.69Si M X 2 1.95 500.00 20.00 2.50 2.50Si M X 3 3.18 593.58 23.74 3.19 2.97

REFUERZO

REFUERZO

mpresión

mpresión



CAMBIAR M X 4 2.01 260.00 20.00 1.35 1.61CAMBIAR M X 5 3.57 361.61 27.82 1.94 2.12CAMBIAR M X 6 1.77 260.00 20.00 1.31 1.70CAMBIAR M X 7 2.03 302.60 23.28 1.62 1.87

Si M X 8 1.84 260.00 20.00 1.30 1.30Si M X 9 3.81 500.00 20.00 2.50 2.50Si M X 10 4.79 500.00 20.00 2.61 2.57Si M X 11 8.95 1,038.08 41.52 5.57 5.19

TOTALES

Nivel 4


( cm2 ) ( cm2 ) ( cm ) ( cm2 ) ( cm2 )

Si M X 1 0.99 500.00 20.00 2.50 2.78Si M X 2 0.96 500.00 20.00 2.50 2.50Si M X 3 1.19 500.00 20.00 2.50 2.50Si M X 4 1.24 260.00 20.00 1.30 1.30Si M X 5 2.19 301.99 23.23 1.62 1.77

CAMBIAR M X 6 1.07 260.00 20.00 1.30 1.42Si M X 7 0.90 269.94 20.76 1.45 1.67Si M X 8 0.96 260.00 20.00 1.30 1.30Si M X 9 1.97 500.00 20.00 2.50 2.50Si M X 10 2.48 500.00 20.00 2.50 2.50Si M X 11 4.65 781.08 31.24 4.19 3.91

TOTALES

Nivel 5


(cm2) (cm2) (cm) (cm2) (cm2)

REFUERZO mpresión

REFUERZO mpresión



Si M X 1 0.00 500.00 20.00 2.50 2.50Si M X 2 0.32 500.00 20.00 2.50 2.50Si M X 3 0.00 500.00 20.00 2.50 2.50Si M X 4 0.00 1,740.00 20.00 8.70 8.70

Si M X 5 0.00 1,740.00 20.00 8.70 8.70Si M X 6 0.00 1,740.00 20.00 8.70 8.70Si M X 7 0.00 260.00 20.00 1.30 1.30Si 0.30 260.00 20.00 1.30 1.30Si 0.63 500.00 20.00 2.50 2.50Si 0.79 500.00 20.00 2.50 2.50Si 1.50 500.00 20.00 2.50 2.50

TOTALES

DIRECCION Y - Y

Nivel 1


(cm2) (cm2) (cm) (cm2) (cm2)

Si M X 1 8.29 777.01 59.77 4.17 3.89Si M X 2 5.06 417.67 32.13 2.24 4.72Si M X 3 5.06 417.67 32.13 2.24 2.31Si M X 4 4.72 589.73 45.36 3.17 4.34Si M X 5 5.30 894.72 68.82 4.80 4.47Si M X 6 0.83 260.00 20.00 1.30 2.31Si M X 7 1.24 260.00 20.00 1.30 1.30

Si M X 8 1.71 260.00 20.00 1.30 1.30Si M X 9 0.00 260.00 20.00 1.30 1.30Si M X 10 0.00 437.26 33.64 2.35 2.19

TOTALES

REFUERZO mpresión



Nivel 2


(cm2) (cm2) (cm) (cm2) (cm2)

Si M X 1 5.16 636.96 49.00 3.42 3.18Si M X 2 3.12 335.83 25.83 1.80 3.80Si M X 3 3.12 335.83 25.83 1.80 1.85Si M X 4 3.07 482.28 37.10 2.59 3.55Si M X 5 3.43 751.34 57.80 4.03 3.76Si M X 6 0.50 260.00 20.00 1.30 1.98Si M X 7 0.80 260.00 20.00 1.30 1.30Si M X 8 1.11 260.00 20.00 1.30 1.30

Si M X 9 0.00 260.00 20.00 1.30 1.30Si M X 10 0.00 358.45 27.57 1.92 1.79TOTALES

Nivel 3


(cm2) (cm2) (cm) (cm2) (cm2)

Si M Y 1 2.83 505.99 38.92 2.72 2.53Si M Y 2 1.66 260.00 20.00 1.38 2.91Si M Y 3 1.66 260.00 20.00 1.38 1.42Si M Y 4 1.77 381.47 29.34 2.05 2.81Si M Y 5 1.98 622.20 47.86 3.34 3.11Si M Y 6 0.27 260.00 20.00 1.30 1.70Si M Y 7 0.46 260.00 20.00 1.30 1.30Si M Y 8 0.65 260.00 20.00 1.30 1.30Si M Y 9 0.00 260.00 20.00 1.30 1.30Si M Y 10 0.00 284.75 21.90 1.53 1.42

TOTALES

mpresión

REFUERZO

REFUERZO mpresión



Nivel 4


(cm2) (cm2) (cm) (cm2) (cm2)



TOTALES

Nivel 5


(cm2) (cm2) (cm) (cm2) (cm2)

Si M X 1 0.00 260.00 20.00 1.30 1.30Si M X 2 0.00 260.00 20.00 1.30 1.30Si M X 3 0.00 260.00 20.00 1.30 1.30Si M X 4 0.00 260.00 20.00 1.30 1.30Si M X 5 0.00 290.50 22.35 1.56 1.45Si M X 6 0.00 260.00 20.00 1.30 1.30Si M X 7 0.00 260.00 20.00 1.30 1.30Si M X 8 0.00 260.00 20.00 1.30 1.30Si M X 9 0.00 260.00 20.00 1.30 1.30

mpresión

REFUERZO

REFUERZO

mpresión



Si M X 10 0.00 260.00 20.00 1.30 1.30TOTALES



Acero final Estribos Concreto Encofrado Acero vigas Acero Col. Acero estrib.en columnas S Vc e/d V Asv V Asc V Ase

( cm2 ) ( cm ) ( m3 ) ( m2 ) ( m3 ) ( m3 ) ( m3 )

10.41 9.94 0.705 6.03 0.00086955 0.0054132 0.003611696.64 9.41 0.432 4.26 0.00047038 0.0034528 0.0030940612.63 10.24 1.108 8.5 0.0015922 0.0065676 0.004443255.90 19.43 0.461 6.51 0.000623 0.003068 0.001927728.45 19.54 0.497 6.98 0.000672 0.004394 0.002010714.64 16.84 0.324 4.88 0.0003885 0.0024128 0.001783815.52 17.02 0.325 4.91 0.0003799 0.0028704 0.00177299

METRADOS



2.88 17.44 0.334 5.01 0.000402 0.0014976 0.001765136.01 9.94 0.705 6.03 0.00086955 0.0031252 0.003611697.24 10.16 0.949 7.57 0.0012696 0.0037648 0.0041233814.64 10.53 2.218 15.15 0.00373113 0.0076128 0.00674859

3.852 42.07

Acero final Estribos Concreto Encofrado Acero vigas Acero Col. Acero estriben columnas S Vc e/d V Asv V Asc V Ase

(cm2) (cm) (m3) (m2) (m3) (m3) (m3)

4.67 8.25 0.338 3.57 0.00038905 0.0024284 0.003210853.34 8.25 0.326 3.54 0.00033125 0.0017368 0.003171365.96 9.60 0.537 4.79 0.0007714 0.0030992 0.003278743.12 10.62 0.223 3.51 0.00030275 0.0016224 0.002132745.29 14.86 0.3 4.48 0.000406 0.0027508 0.001884042.72 9.46 0.195 3.21 0.000234 0.0014144 0.002208223.39 11.58 0.23 3.68 0.0002697 0.0017628 0.002026012.99 8.25 0.174 2.94 0.000195 0.0015548 0.002348196.18 8.25 0.338 3.57 0.00038905 0.0032136 0.003210857.76 9.31 0.426 4.11 0.00056925 0.0040352 0.003110614.47 10.13 0.995 7.51 0.00167438 0.0075244 0.00410852

2.149 26.78

Acero final Estribos Concreto Encofrado Acero vigas Acero Col. Acero estriben columnas S Vc e/d V Asv V Asc V Ase(cm2) (cm) (m3) (m2) (m3) (m3) (m3)

3.69 8.25 0.338 3.57 0.0003875 0.0019188 0.003210852.50 8.25 0.326 3.54 0.00033125 0.0013 0.003171363.18 9.25 0.421 4.04 0.0006061 0.0016536 0.00312255

METRADOS

METRADOS



2.50 8.25 0.338 3.57 0.0003875 0.0013 0.003210852.50 8.25 0.326 3.54 0.00033125 0.0013 0.003171362.50 8.25 0.355 3.61 0.000475 0.0013 0.003272288.70 8.25 1.209 6.81 0.0015225 0.004524 0.00771815

8.70 8.25 1.209 6.81 0.0015225 0.004524 0.007718158.70 8.25 1.166 6.78 0.001305 0.004524 0.007613831.30 8.25 0.173 2.93 0.0001885 0.000676 0.002341761.30 8.25 0.174 2.94 0.000195 0.000676 0.002348192.50 8.25 0.338 3.57 0.0003875 0.0013 0.003210852.50 8.25 0.346 3.59 0.00043125 0.0013 0.003241562.50 8.25 0.379 3.67 0.00059375 0.0013 0.00335564

4.776 34.05


(cm2) (cm) (m3) (m2) (m3) (m3) (m3)

8.29 19.65 1.659 17.71 0.00456615 0.0086216 0.003475765.06 14.32 0.549 7.06 0.0011984 0.0039468 0.002586955.06 14.32 0.549 7.06 0.0011984 0.0039468 0.002586954.72 19.26 0.546 6.5 0.00128385 0.0024544 0.002045315.30 19.80 0.886 9.77 0.002256 0.002756 0.002573792.31 8.25 0.182 2.97 0.000234 0.0012012 0.00238681.30 8.25 0.182 2.97 0.000234 0.000676 0.0023868

1.71 8.25 0.19 3.01 0.000273 0.0008892 0.002425411.30 8.25 0.19 3.01 0.000273 0.000676 0.002425412.19 15.07 0.376 4.86 0.000799 0.0011388 0.00205401

4.743 57.05

METRADOS




(cm2) (cm) (m3) (m2) (m3) (m3) (m3)

1.92 13.05 0.821 9.45 0.0022557 0.0019968 0.003587492.06 8.25 0.342 4.78 0.0006955 0.0016068 0.003178311.30 8.25 0.342 4.78 0.0006955 0.001014 0.003178312.12 9.31 0.266 3.51 0.0006237 0.0011024 0.002539442.55 17.89 0.505 5.87 0.0012878 0.001326 0.00208374

1.48 8.25 0.182 2.97 0.000234 0.0007696 0.00238681.30 8.25 0.182 2.97 0.000234 0.000676 0.00238681.30 8.25 0.19 3.01 0.000273 0.000676 0.002425411.30 8.25 0.19 3.01 0.000273 0.000676 0.002425411.30 8.25 0.224 3.16 0.000442 0.000676 0.00259272

2.83 37.34


(cm2) (cm) (m3) (m2) (m3) (m3) (m3)

1.30 8.25 0.555 6.83 0.0014235 0.001352 0.004233651.30 8.25 0.342 4.78 0.0006955 0.001014 0.003178311.30 8.25 0.342 4.78 0.0006955 0.001014 0.003178311.30 8.25 0.241 3.24 0.0005265 0.000676 0.002676381.45 9.43 0.288 3.63 0.0007332 0.000754 0.002605631.30 8.25 0.182 2.97 0.000234 0.000676 0.00238681.30 8.25 0.182 2.97 0.000234 0.000676 0.00238681.30 8.25 0.19 3.01 0.000273 0.000676 0.002425411.30 8.25 0.19 3.01 0.000273 0.000676 0.00242541

METRADOS

METRADOS



1.30 8.25 0.224 3.16 0.000442 0.000676 0.002592722.322 32.21



Acero total Vol MuroV As V muro( m3 ) ( m3 )

0.00989444 0.460.00701724 0.520.01260305 0.420.00561872 0.250.00707671 0.220.00458511 0.260.00502329 0.24



0.00366473 0.250.00760644 0.460.00915778 0.410.01809252 0.020.05181856 2.37

Acero total Vol MuroV As V muro(m3) (m3)

0.0060283 0.750.00523941 0.60.00714934 0.840.00405789 0.420.00504084 0.370.00385662 0.360.00405851 0.310.00409799 0.370.0068135 0.750.00771505 0.80.0133073 0.860.03543091 3.65


0.00551715 0.750.00480261 0.60.00538225 0.93



0.00366182 0.460.004219 0.4

0.00346509 0.370.00345097 0.330.00349999 0.370.00557955 0.750.00618259 0.860.00968052 10.03049889 3.84

Acero total Vol MuroV As V muro( m3 ) ( m3 )

0.00504395 0.750.00480261 0.60.00504728 0.980.00328387 0.460.00362072 0.430.00328159 0.370.00337242 0.350.00321919 0.370.00489835 0.750.00497281 0.860.00678871 1.140.02845244 3.94




0.00489835 0.750.00480261 0.60.00504728 0.980.01376465 3.05

0.01376465 3.050.01344283 2.490.00320626 0.350.00321919 0.370.00489835 0.750.00497281 0.860.00524939 1.280.05892663 11.27

Acero total Vol MuroV As V muro

(m3) (m3)

0.01666351 2.890.00773215 1.480.00773215 1.480.00578356 1.060.00758579 1.120.003822 0.470.0032968 0.47

0.00358761 0.570.00337441 0.570.00399181 0.920.05620357 9.54




0.01241955 3.040.00674405 1.550.00621365 1.550.00494891 1.120.00619822 1.20.0036504 0.470.0032968 0.470.00337441 0.57

0.00337441 0.570.00380334 0.960.04684599 9.97


0.00920301 3.170.00618641 1.610.00521141 1.610.00452863 1.170.00534411 1.270.0035048 0.470.0032968 0.470.00337441 0.570.00337441 0.570.00373004 10.04064958 10.34




0.00783999 3.30.00548061 1.610.00488781 1.610.00426554 1.220.00469754 1.32

0.0033904 0.470.0032968 0.470.00337441 0.570.00337441 0.570.00371072 1.010.0372331 10.57


0.00700915 3.430.00488781 1.610.00488781 1.610.00387888 1.230.00409283 1.440.0032968 0.470.0032968 0.470.00337441 0.570.00337441 0.57



0.00371072 1.010.03472449 10.83



CENTRO MASAS

MUROS EN EL EJE X -X

MURO L ( m ) t ( m ) H ( m ) ɣa ( TN/m³) P ( TN )

MX1 2.10 0.13 2.60 1.8 1.2776PX2 2.10 0.15 2.60 2.4 1.9656MX3 2.85 0.13 2.60 1.8 1.7339PX4 1.75 0.15 2.60 2.4 1.638PX5 2.85 0.15 2.60 1.8 2.0007PX6 2.05 0.15 2.60 1.8 1.4391MX7 2.70 0.13 2.60 1.8 1.6427

Σ P = 11.6977

x = Σ P * x X =

Σ P

MUROS EN EL EJE Y -Y

MURO L ( m ) t ( m ) H ( m ) ɣa ( TN/m³) P ( TN )MY1 5.35 0.13 2.60 1.8 3.2549MY2 5.35 0.13 2.60 2.4 4.3399MY3 5.35 0.13 2.60 1.8 3.2549MY4 10.95 0.13 2.60 1.8 6.6620MY5 4.7 0.13 2.60 1.8 2.8595

MY6 1.8 0.13 2.60 1.8 1.0951MY7 4.7 0.13 2.60 1.8 2.8595MY8 2.1 0.13 2.60 1.8 1.2776

Σ P = 25.6035

y = Σ P * y Y =Σ P

PISO 1

CENTRO RIGIDEZ

MURO Area Ar T J f KMX1 0.4625 0.7889 0.3604 1.705729735535.3511MX2 0.4125 0.7326 0.2612 1.776 4409.5124MX3 0.5625 0.775 0.4586 1.3777777787746.8417MX4 0.2730 0.7602 0.4819 2.7846153852867.4679MX5 0.2730 0.8638 0.5191 3.1641025642599.8617

SECCION TRANSFORMADA



MX6 0.2340 0.6978 0.3830 2.9820512822292.5005MX7 0.2275 0.5899 0.2808 2.5929670332363.0949MX8 0.2600 0.7992 0.4449 3.0738461542500.2142MX9 0.4625 0.8279 0.3813 1.7900540545500.7991MX10 0.5000 0.9341 0.5535 1.86826412.1326MX11 0.6750 0.9951 0.9054 1.47422222210814.9067

Σ K = 53042.6828

Xcr = 0

MURO Area Ar T J f KMY1 1.4235 2.2237 0.2027 1.5621355816080.1519MY2 0.6955 1.1754 0.0886 1.6900071892674.0940

MY3 0.6955 1.1754 0.0886 1.6900071892674.0940MY4 0.3575 0.8985 0.0381 2.5132867131099.8365MY5 0.6110 1.1793 0.1388 1.9301145663510.4386MY6 0.2340 0.6913 0.1258 2.9542735041734.0834MY7 0.2340 0.5899 0.0755 2.5209401711500.9370MY8 0.2730 0.6224 0.0756 2.279853481677.1582MY9 0.2730 0.6224 0.0756 2.279853481677.1582MY10 0.4420 0.7947 0.0758 1.7979638012117.0926

Σ K = 24745.0444

Ycr = 0

PISO 2

CENTRO RIGIDEZ

MURO Area Ar T J f KMX1 0.4625 0.7889 0.3604 1.70575535.3511MX2 0.4125 0.7326 0.2612 1.77604409.5124MX3 0.5625 0.7750 0.4586 1.37787746.8417MX4 0.2730 0.7602 0.4819 2.78462867.4679MX5 0.2730 0.8638 0.5191 3.16412599.8617MX6 0.2340 0.6978 0.3830 2.98212292.5005MX7 0.2275 0.5899 0.2808 2.59302363.0949MX8 0.2600 0.7992 0.4449 3.07382500.2142MX9 0.4625 0.8279 0.3813 1.79015500.7991MX10 0.5000 0.9341 0.5535 1.86826412.1326





MX11 0.6750 0.9951 0.9054 1.474210814.9067Σ K = 53042.6828

Xcr = 0

MURO Area Ar T J f KMY1 1.4235 2.2237 0.2027 1.56216080.1519MY2 0.6955 1.1754 0.0886 1.69002674.0940MY3 0.6955 1.1754 0.0886 1.69002674.0940MY4 0.3575 0.8985 0.0381 2.51331099.8365MY5 0.6110 1.1793 0.1388 1.93013510.4386MY6 0.2340 0.6913 0.1258 2.95431734.0834MY7 0.2340 0.5899 0.0755 2.52091500.9370

MY8 0.2730 0.6224 0.0756 2.27991677.1582MY9 0.2730 0.6224 0.0756 2.27991677.1582MY10 0.4420 0.7947 0.0758 1.79802117.0926

Σ K = 24745.0444

Ycr = 0

PISO 3

CENTRO RIGIDEZ

MURO Area Ar T J f KMX1 0.4625 0.7889 0.3604 1.70575535.3511MX2 0.4125 0.7326 0.2612 1.77604409.5124MX3 0.5625 0.7750 0.4586 1.37787746.8417MX4 0.2730 0.7602 0.4819 2.78462867.4679MX5 0.2730 0.8638 0.5191 3.16412599.8617MX6 0.2340 0.6978 0.3830 2.98212292.5005MX7 0.2275 0.5899 0.2808 2.59302363.0949MX8 0.2600 0.7992 0.4449 3.07382500.2142MX9 0.4625 0.8279 0.3813 1.79015500.7991MX10 0.5000 0.9341 0.5535 1.86826412.1326MX11 0.6750 0.9951 0.9054 1.474210814.9067

Σ K = 53042.6828

Xcr = 0





MURO Area Ar T J f KMY1 1.4235 2.2237 0.2027 1.56216080.1519MY2 0.6955 1.1754 0.0886 1.69002674.0940

MY3 0.6955 1.1754 0.0886 1.69002674.0940MY4 0.3575 0.8985 0.0381 2.51331099.8365MY5 0.6110 1.1793 0.1388 1.93013510.4386MY6 0.2340 0.6913 0.1258 2.95431734.0834MY7 0.2340 0.5899 0.0755 2.52091500.9370MY8 0.2730 0.6224 0.0756 2.27991677.1582MY9 0.2730 0.6224 0.0756 2.27991677.1582MY10 0.4420 0.7947 0.0758 1.79802117.0926

Σ K = 24745.0444

Ycr = 0

PISO 4

CENTRO RIGIDEZ

MURO Area Ar T J f KMX1 0.4625 0.7889 0.3604 1.70575535.3511MX2 0.4125 0.7326 0.2612 1.77604409.5124MX3 0.5625 0.7750 0.4586 1.37787746.8417MX4 0.2730 0.7602 0.4819 2.78462867.4679MX5 0.2730 0.8638 0.5191 3.16412599.8617MX6 0.2340 0.6978 0.3830 2.98212292.5005MX7 0.2275 0.5899 0.2808 2.59302363.0949MX8 0.2600 0.7992 0.4449 3.07382500.2142MX9 0.4625 0.8279 0.3813 1.79015500.7991MX10 0.5000 0.9341 0.5535 1.86826412.1326MX11 0.6750 0.9951 0.9054 1.474210814.9067

Σ K = 53042.6828

Xcr = 0

MURO Area Ar T J f KMY1 1.4235 2.2237 0.2027 1.56216080.1519






MY2 0.6955 1.1754 0.0886 1.69002674.0940MY3 0.6955 1.1754 0.0886 1.69002674.0940MY4 0.3575 0.8985 0.0381 2.51331099.8365MY5 0.6110 1.1793 0.1388 1.93013510.4386MY6 0.2340 0.6913 0.1258 2.95431734.0834MY7 0.2340 0.5899 0.0755 2.52091500.9370

MY8 0.2730 0.6224 0.0756 2.27991677.1582MY9 0.2730 0.6224 0.0756 2.27991677.1582MY10 0.4420 0.7947 0.0758 1.79802117.0926

Σ K = 24745.0444

Ycr = 0

PISO 5

CENTRO RIGIDEZMURO Area Ar T J f KMX1 0.4625 0.7889 0.3604 1.70575535.3511MX2 0.4125 0.7326 0.2612 1.77604409.5124MX3 0.5625 0.7750 0.4586 1.37787746.8417MX4 0.2730 0.7602 0.4819 2.78462867.4679MX5 0.2730 0.8638 0.5191 3.16412599.8617MX6 0.2340 0.6978 0.3830 2.98212292.5005MX7 0.2275 0.5899 0.2808 2.59302363.0949

MX8 0.2600 0.7992 0.4449 3.07382500.2142MX9 0.4625 0.8279 0.3813 1.79015500.7991MX10 0.5000 0.9341 0.5535 1.86826412.1326MX11 0.6750 0.9951 0.9054 1.474210814.9067

Σ K = 53042.6828

Xcr = 0

MURO Area Ar T J f KMY1 1.4235 2.2237 0.2027 1.56216080.1519MY2 0.6955 1.1754 0.0886 1.69002674.0940MY3 0.6955 1.1754 0.0886 1.69002674.0940MY4 0.3575 0.8985 0.0381 2.51331099.8365MY5 0.6110 1.1793 0.1388 1.93013510.4386MY6 0.2340 0.6913 0.1258 2.95431734.0834MY7 0.2340 0.5899 0.0755 2.52091500.9370





MY8 0.2730 0.6224 0.0756 2.27991677.1582MY9 0.2730 0.6224 0.0756 2.27991677.1582MY10 0.4420 0.7947 0.0758 1.79802117.0926

Σ K = 24745.0444

Ycr = 0



x ( m ) P * x ( TN-m )

8.1 10.34898.1 15.92143.45 5.98210.875 1.43335.25 10.50375.25 7.55531.35 2.2176Σ P * x = 53.962155

4.6131 m

y ( m ) P * y ( TN-m )2.675 8.70702.675 11.60932.675 8.70705.475 36.47438.600 24.5915

7.125 7.80278.600 24.59159.850 12.5848Σ P * y = 135.0681

5.2754 m

x K x0.00000.00000.00000.00000.0000



0.0000Σ K * x = 0

y K y0.00000.00000.00000.00000.00000.00000.0000

0.00000.00000.0000

Σ K * y = 0

x K x0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000

Σ K * x = 0



y K y0.00000.0000

0.00000.00000.00000.00000.00000.00000.00000.0000

Σ K * y = 0

x K x0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000

Σ K * x = 0

y K y0.0000



0.00000.00000.00000.00000.00000.00000.00000.00000.0000

Σ K * y = 0

x K x0.00000.00000.00000.00000.00000.00000.0000

0.00000.00000.00000.0000

Σ K * x = 0

y K y0.00000.00000.00000.00000.00000.00000.0000



0.00000.00000.0000

Σ K * y = 0

tesis albañileria confinada

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