Trabajo de Albañileria

ALUMNO: REYES RENGIFO JOHAN CRISTHOFERD1. DATOS GENERALES DEL PROYECTO

Ubicación : BarrancaN° de pisos : 4Uso : viviendaSistema estructural : Albañileria confinada

2. ANALISIS Y DISEÑO DE MUROS

2.1. DENIMINACIONES Y LONGITUDES DE LOS MUROS EN CADA DIRECCION

MUROSDIRECCION X

MUROSDIRECCION Y

t (m) t (m)0.13 0.23 0.13

1X 0.30 1Y 4.182X 1.50 2Y 3.203X 0.30 3Y 3.104X 2.30 4Y 3.785X 3.35 5Y 4.216X 3.20 6Y 2.607X 0.30 7Y 4.458X 3.35 8Y 2.609X 1.50 9Y 1.1510X 0.30 10Y 1.1511X 0.60 11Y 0.9512X 2.88 12Y 1.6513X 1.55 13Y 1.3514X 3.27TOTALES 8.53 12.90 34.37

2.2. VERIFICACION DE LA DENSIDAD DE MUROS

Según norma tiene que:

reemplazando valores en X, tenemos:

OKI DOKI !!0.035753508772 > 0.03076923077

reemplazando valores en y, tenemos:

OKI DOKI !!

𝐴𝑚𝐴𝑃 > 𝑁130 (𝑃𝑎𝑟𝑎 𝑒𝑑𝑖𝑓𝑖𝑐𝑖𝑜𝑠)

0.039193859649 > 0.03076923077 OKI DOKI !!

2.3. ANALISIS DE MUROS POR CARGA VERTICAL

El analisis se realizara para un metro lineal de muro

a) metrados de cargas y calculo de los esfuerzos actuantes.

datos:

peso de albañileria : 1800N° d episos : 4Peso de la losa aligerada : 280peso de acabados : 100peso del concreto armado : 2400Altura del muro : 2.5Altura de parapeto : 1espesor de parapeto : 0.13sobrecarga 1°, 2°, 3° nivel : 200sobrecarga 4° nivel : 150Concreto (f'c) : 210Acero (fy) : 4200Albañilería (f'm) : 60espesor de losa : 0.17

DIRECCION "Y" - PRIMER PISO

muro espesor t

(m) (m2) (kg) (kg) (kg)1Y 0.13 0.000 364 0.00 0.002Y 0.13 0.000 364 0.00 0.003Y 0.13 0.000 364 0.00 0.004Y 0.13 0.000 364 0.00 0.005Y 0.13 0.575 364 644.00 230.006Y 0.13 0.000 364 0.00 0.007Y 0.13 0.575 364 644.00 230.008Y 0.13 0.000 364 0.00 0.009Y 0.13 0.000 364 0.00 0.0010Y 0.13 0.000 364 0.00 0.0011Y 0.13 0.000 364 0.00 0.0012Y 0.13 0.000 364 0.00 0.0013Y 0.13 0.000 364 0.00 0.00

Area Tributaria

Peso propio muros

peso aligerado e=0.17

Peso acabado aligerado

DIRECCION "X" - PRIMER PISO

muro espesor t

(m) (m2) (kg) (kg) (kg)1X 0.23 2.150 644.00 2408.00 860.002X 0.23 2.150 644.00 2408.00 860.003X 0.23 2.150 644.00 2408.00 860.004X 0.23 3.650 644.00 4088.00 1460.005X 0.23 2.025 644.00 2268.00 810.006X 0.13 1.975 364.00 2212.00 790.007X 0.13 1.600 364.00 1792.00 640.008X 0.23 3.900 644.00 4368.00 1560.009X 0.23 2.075 644.00 2324.00 830.0010X 0.23 2.075 644.00 2324.00 830.0011X 0.13 1.375 364.00 1540.00 550.0012X 0.13 1.950 364.00 2184.00 780.0013X 0.13 1.950 364.00 2184.00 780.0014X 0.13 1.950 364.00 2184.00 780.00

B) Calcular el esfuerzo admisible (Fa)

para t=0.13 m.

=

para t=0.23 m.

=

C) coprobacion de esfuerzos actuante (fa), con el admisible (Fa)

observamos los resultados y comprobamos que si cumplenla siguiente ralcion:

Area Tributaria

Peso propio muros

peso aligerado e=0.17

Peso acabado aligerado

𝐹𝑎 = 0.2 𝑓𝑚ቈ1−൬ℎ35 𝑡൰2

𝑓𝑎 < 𝐹𝑎

3.91

4.23

3. CALCULO DEL PESO TOTAL DEL EDIFICIO (P)

DESCRIPCION

Peso de albañilerialongitud de muros portantes en la direccion "X"para t=0.13 m.para t=0.23 m.longitud de muros portantes en la direccion "Y"para t=0.13 m.Altura de muro (hm)Espesor efectivo de muro (t1)Espesor efectivo de muro (t2)longitud de muros no portanteslongitud de alfeizaresaltura del alfeizar (ha)N° de pisosPeso de aligeradoPeso de acabadoArea techadasobrecarga 1°, 2 y 3° nivelsobrecarga 4 nivellongitud de parapeto (Lp)Altura de parapeto (hP)

Pisos

1 38448 2135.25 17915.04 31920 114002 38448 2135.25 17915.04 31920 114003 38448 2135.25 17915.04 31920 114004 38448 2135.25 17915.04 31920 11400

TOTAL 153792 8541 71660.16 127680 45600

4. CALCULO DE LA FUERZA CORTANTE EN LA BASE DEL EDIFICIO (V)

……………………………………………….. (1)

Peso de muros portantes

pes. de muros no

port.Peso de

alfeizarespeso de losa

aligeradaPeso de

acabados

𝑓𝑎 < 𝐹𝑎

𝑉= ൬𝑍𝑈𝐶𝑆𝑅 ൰𝑃

𝑓𝑎 (t=0.13m) =

𝑓𝑎 (t=0.23m) =

SI TENEMOS QUE:

FACTOR DE ZONA: 3 ® Z=CATEG. DE LAS EDIFICACIONES ® U=PARAMETROS DE SUELO ® S=

Tp=C=

COEFICIENTE DE REDUCCION ® R=hn=Ct=

Reemplazando en la ecua. (1), tenemos:

V= 88350.432 Kg

V= 88.350432 Tn.

5. DISTRIBUCION DE FUERZA CORTANTE EN ALTURA (V)

PISO

4 119197.3 10.68 1273027.1 0.423 107518.3 8.01 861221.5 0.292 107518.3 5.34 574147.7 0.191 107518.3 2.67 287073.8 0.10

441752.2 2995470

37547.5261263937547.52612639

62948.9790631925401.45293681

79883.28102106

16934.3019578788350.432

8467.150978935

FUERZA CORTANTES (Vi)

6. DISTRIBUCION DE FUERZA CORTANTE DE NIVEL EN CADA MURO (V)

A. Datos geometricos

Piso 1: Datos geométricos

𝑉= ൬𝑍𝑈𝐶𝑆𝑅 ൰𝑃

𝑃𝑖 ℎ𝑖 𝑃𝑖ℎ𝑖 𝑃𝑖ℎ𝑖σ𝑃𝑖ℎ𝑖

Muro h t e x

1X 2.50 0.23 0.30 0.3002X 2.50 0.23 1.50 4.0003X 2.50 0.23 0.30 7.7004X 2.50 0.23 2.30 1.3005X 2.50 0.23 3.35 6.1756X 2.50 0.13 3.20 6.2507X 2.50 0.13 0.30 0.3008X 2.50 0.23 3.35 6.1759X 2.50 0.23 1.50 2.750

10X 2.50 0.23 0.30 0.30011X 2.50 0.13 0.60 3.40012X 2.50 0.13 2.88 1.55013X 2.50 0.13 1.55 3.80014X 2.50 0.13 3.27 6.250

1Y 2.50 4.18 0.13 0.0752Y 2.50 3.20 0.13 0.0753Y 2.50 3.10 0.13 0.0754Y 2.50 3.78 0.13 0.0755Y 2.50 4.21 0.13 3.4256Y 2.50 2.60 0.13 3.0257Y 2.50 4.45 0.13 4.5758Y 2.50 2.60 0.13 4.5759Y 2.50 1.15 0.13 7.925

10Y 2.50 1.15 0.13 7.92511Y 2.50 0.95 0.13 7.92512Y 2.50 1.65 0.13 7.92513Y 2.50 1.35 0.13 7.925


Muro h t e x

1X 2.50 0.23 0.30 0.3002X 2.50 0.23 1.50 4.0003X 2.50 0.23 0.30 7.7004X 2.50 0.23 2.30 1.3005X 2.50 0.23 3.35 6.1756X 2.50 0.13 3.20 6.2507X 2.50 0.13 0.30 0.3008X 2.50 0.23 3.35 6.1759X 2.50 0.23 1.50 2.750

10X 2.50 0.23 0.30 0.30011X 2.50 0.13 0.60 3.40012X 2.50 0.13 2.88 1.55013X 2.50 0.13 1.55 3.800

14X 2.50 0.13 3.27 6.250

1Y 2.50 4.18 0.13 0.0752Y 2.50 3.20 0.13 0.0753Y 2.50 3.10 0.13 0.0754Y 2.50 3.78 0.13 0.0755Y 2.50 4.21 0.13 3.4256Y 2.50 2.60 0.13 3.0257Y 2.50 4.45 0.13 4.5758Y 2.50 2.60 0.13 4.5759Y 2.50 1.15 0.13 7.925

10Y 2.50 1.15 0.13 7.92511Y 2.50 0.95 0.13 7.92512Y 2.50 1.65 0.13 7.92513Y 2.50 1.35 0.13 7.925


Muro h t e x

1X 2.50 0.23 0.30 0.3002X 2.50 0.23 1.50 4.0003X 2.50 0.23 0.30 7.7004X 2.50 0.23 2.30 1.3005X 2.50 0.23 3.35 6.1756X 2.50 0.13 3.20 6.2507X 2.50 0.13 0.30 0.3008X 2.50 0.23 3.35 6.1759X 2.50 0.23 1.50 2.750

10X 2.50 0.23 0.30 0.30011X 2.50 0.13 0.60 3.40012X 2.50 0.13 2.88 1.55013X 2.50 0.13 1.55 3.80014X 2.50 0.13 3.27 6.250

1Y 2.50 4.18 0.13 0.0752Y 2.50 3.20 0.13 0.0753Y 2.50 3.10 0.13 0.0754Y 2.50 3.78 0.13 0.0755Y 2.50 4.21 0.13 3.4256Y 2.50 2.60 0.13 3.0257Y 2.50 4.45 0.13 4.5758Y 2.50 2.60 0.13 4.5759Y 2.50 1.15 0.13 7.925

10Y 2.50 1.15 0.13 7.92511Y 2.50 0.95 0.13 7.92512Y 2.50 1.65 0.13 7.92513Y 2.50 1.35 0.13 7.925


Muro h t e x

1X 2.50 0.23 0.30 0.3002X 2.50 0.23 1.50 4.0003X 2.50 0.23 0.30 7.7004X 2.50 0.23 2.30 1.3005X 2.50 0.23 3.35 6.1756X 2.50 0.13 3.20 6.2507X 2.50 0.13 0.30 0.3008X 2.50 0.23 3.35 6.1759X 2.50 0.23 1.50 2.750

10X 2.50 0.23 0.30 0.30011X 2.50 0.13 0.60 3.40012X 2.50 0.13 2.88 1.55013X 2.50 0.13 1.55 3.80014X 2.50 0.13 3.27 6.250

0.00 0.00 0.0001Y 2.50 4.18 0.13 0.0752Y 2.50 3.20 0.13 0.0753Y 2.50 3.10 0.13 0.0754Y 2.50 3.78 0.13 0.0755Y 2.50 4.21 0.13 3.4256Y 2.50 2.60 0.13 3.0257Y 2.50 4.45 0.13 4.5758Y 2.50 2.60 0.13 4.5759Y 2.50 1.15 0.13 7.925

10Y 2.50 1.15 0.13 7.92511Y 2.50 0.95 0.13 7.92512Y 2.50 1.65 0.13 7.92513Y 2.50 1.35 0.13 7.925

B. Calculo de rigideces de muros en la direccion "X"

Piso 1: Rigideces de muros en la direccion "X"

Muro

1X 25.0000 2314.81481481 2339.81 0.000102X 5.0000 18.5185185185 23.52 0.009783X 25.0000 2314.81481481 2339.81 0.000104X 3.2609 5.13684556587 8.40 0.027395X 2.2388 1.66243853134 3.90 0.058966X 2.3438 1.90734863281 4.25 0.030587X 25.0000 2314.81481481 2339.81 0.000068X 2.2388 1.66243853134 3.90 0.05896

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑥𝐸𝑚

9X 5.0000 18.5185185185 23.52 0.0097810X 25.0000 2314.81481481 2339.81 0.0001011X 12.5000 289.351851852 301.85 0.0004312X 2.6042 2.61639044282 5.22 0.0249013X 4.8387 16.7835923601 21.62 0.0060114X 2.2936 1.7874617594 4.08 0.03185

1Y 57.6923 28447.8834775 28505.58 0.000152Y 57.6923 28447.8834775 28505.58 0.000113Y 57.6923 28447.8834775 28505.58 0.000114Y 57.6923 28447.8834775 28505.58 0.000135Y 57.6923 28447.8834775 28505.58 0.000156Y 57.6923 28447.8834775 28505.58 0.000097Y 57.6923 28447.8834775 28505.58 0.000168Y 57.6923 28447.8834775 28505.58 0.000099Y 57.6923 28447.8834775 28505.58 0.00004

10Y 57.6923 28447.8834775 28505.58 0.0000411Y 57.6923 28447.8834775 28505.58 0.0000312Y 57.6923 28447.8834775 28505.58 0.0000613Y 57.6923 28447.8834775 28505.58 0.00005

0.26019


Muro

1X 25.0000 2314.81481481 2339.81 0.000102X 5.0000 18.5185185185 23.52 0.009783X 25.0000 2314.81481481 2339.81 0.000104X 3.2609 5.13684556587 8.40 0.027395X 2.2388 1.66243853134 3.90 0.058966X 2.3438 1.90734863281 4.25 0.030587X 25.0000 2314.81481481 2339.81 0.000068X 2.2388 1.66243853134 3.90 0.058969X 5.0000 18.5185185185 23.52 0.00978

10X 25.0000 2314.81481481 2339.81 0.0001011X 12.5000 289.351851852 301.85 0.0004312X 2.6042 2.61639044282 5.22 0.0249013X 4.8387 16.7835923601 21.62 0.0060114X 2.2936 1.7874617594 4.08 0.03185

1Y 57.6923 28447.8834775 28505.58 0.000152Y 57.6923 28447.8834775 28505.58 0.000113Y 57.6923 28447.8834775 28505.58 0.000114Y 57.6923 28447.8834775 28505.58 0.000135Y 57.6923 28447.8834775 28505.58 0.000156Y 57.6923 28447.8834775 28505.58 0.000097Y 57.6923 28447.8834775 28505.58 0.000168Y 57.6923 28447.8834775 28505.58 0.000099Y 57.6923 28447.8834775 28505.58 0.00004

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑥𝐸𝑚

10Y 57.6923 28447.8834775 28505.58 0.0000411Y 57.6923 28447.8834775 28505.58 0.0000312Y 57.6923 28447.8834775 28505.58 0.0000613Y 57.6923 28447.8834775 28505.58 0.00005

0.26019


Muro

1X 25.0000 2314.81481481 2339.81 0.000102X 5.0000 18.5185185185 23.52 0.009783X 25.0000 2314.81481481 2339.81 0.000104X 3.2609 5.13684556587 8.40 0.027395X 2.2388 1.66243853134 3.90 0.058966X 2.3438 1.90734863281 4.25 0.030587X 25.0000 2314.81481481 2339.81 0.000068X 2.2388 1.66243853134 3.90 0.058969X 5.0000 18.5185185185 23.52 0.00978

10X 25.0000 2314.81481481 2339.81 0.0001011X 12.5000 289.351851852 301.85 0.0004312X 2.6042 2.61639044282 5.22 0.0249013X 4.8387 16.7835923601 21.62 0.0060114X 2.2936 1.7874617594 4.08 0.03185

1Y 57.6923 28447.8834775 28505.58 0.000152Y 57.6923 28447.8834775 28505.58 0.000113Y 57.6923 28447.8834775 28505.58 0.000114Y 57.6923 28447.8834775 28505.58 0.000135Y 57.6923 28447.8834775 28505.58 0.000156Y 57.6923 28447.8834775 28505.58 0.000097Y 57.6923 28447.8834775 28505.58 0.000168Y 57.6923 28447.8834775 28505.58 0.000099Y 57.6923 28447.8834775 28505.58 0.00004

10Y 57.6923 28447.8834775 28505.58 0.0000411Y 57.6923 28447.8834775 28505.58 0.0000312Y 57.6923 28447.8834775 28505.58 0.0000613Y 57.6923 28447.8834775 28505.58 0.00005

0.26019


Muro

1X 25.0000 2314.81481481 2339.81 0.000102X 5.0000 18.5185185185 23.52 0.009783X 25.0000 2314.81481481 2339.81 0.000104X 3.2609 5.13684556587 8.40 0.027395X 2.2388 1.66243853134 3.90 0.05896

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑥𝐸𝑚

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑥𝐸𝑚

6X 2.3438 1.90734863281 4.25 0.030587X 25.0000 2314.81481481 2339.81 0.000068X 2.2388 1.66243853134 3.90 0.058969X 5.0000 18.5185185185 23.52 0.00978

10X 25.0000 2314.81481481 2339.81 0.0001011X 12.5000 289.351851852 301.85 0.0004312X 2.6042 2.61639044282 5.22 0.0249013X 4.8387 16.7835923601 21.62 0.0060114X 2.2936 1.7874617594 4.08 0.03185

1Y 57.6923 28447.8834775 28505.58 0.000152Y 57.6923 28447.8834775 28505.58 0.000113Y 57.6923 28447.8834775 28505.58 0.000114Y 57.6923 28447.8834775 28505.58 0.000135Y 57.6923 28447.8834775 28505.58 0.000156Y 57.6923 28447.8834775 28505.58 0.000097Y 57.6923 28447.8834775 28505.58 0.000168Y 57.6923 28447.8834775 28505.58 0.000099Y 57.6923 28447.8834775 28505.58 0.00004

10Y 57.6923 28447.8834775 28505.58 0.0000411Y 57.6923 28447.8834775 28505.58 0.0000312Y 57.6923 28447.8834775 28505.58 0.0000613Y 57.6923 28447.8834775 28505.58 0.00005

0.26019

B. Calculo de rigideces de muros en la direccion "Y"

Piso 1: Rigideces de muros en la direccion "y"

Muro

1X 32.6087 5136.84556587 5169.45 0.000062X 32.6087 5136.84556587 5169.45 0.000293X 32.6087 5136.84556587 5169.45 0.000064X 32.6087 5136.84556587 5169.45 0.000445X 32.6087 5136.84556587 5169.45 0.000656X 57.6923 28447.8834775 28505.58 0.000117X 57.6923 28447.8834775 28505.58 0.000018X 32.6087 5136.84556587 5169.45 0.000659X 32.6087 5136.84556587 5169.45 0.00029

10X 32.6087 5136.84556587 5169.45 0.0000611X 57.6923 28447.8834775 28505.58 0.0000212X 57.6923 28447.8834775 28505.58 0.0001013X 57.6923 28447.8834775 28505.58 0.0000514X 57.6923 28447.8834775 28505.58 0.00011

1Y 1.7943 0.8557584024 2.65 0.049062Y 2.3438 1.90734863281 4.25 0.030583Y 2.4194 2.09794904501 4.52 0.02878

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑦𝐸𝑚

4Y 1.9841 1.15718985571 3.14 0.041385Y 1.7815 0.83759433205 2.62 0.049646Y 2.8846 3.55598543468 6.44 0.020187Y 1.6854 0.70925104508 2.39 0.054298Y 2.8846 3.55598543468 6.44 0.020189Y 6.5217 41.094764527 47.62 0.00273

10Y 6.5217 41.094764527 47.62 0.0027311Y 7.8947 72.8969237498 80.79 0.0016112Y 4.5455 13.9132370537 18.46 0.0070413Y 5.5556 25.4026317126 30.96 0.00420

0.31531


Muro

1X 32.6087 5136.84556587 5169.45 0.000062X 32.6087 5136.84556587 5169.45 0.000293X 32.6087 5136.84556587 5169.45 0.000064X 32.6087 5136.84556587 5169.45 0.000445X 32.6087 5136.84556587 5169.45 0.000656X 57.6923 28447.8834775 28505.58 0.000117X 57.6923 28447.8834775 28505.58 0.000018X 32.6087 5136.84556587 5169.45 0.000659X 32.6087 5136.84556587 5169.45 0.00029

10X 32.6087 5136.84556587 5169.45 0.0000611X 57.6923 28447.8834775 28505.58 0.0000212X 57.6923 28447.8834775 28505.58 0.0001013X 57.6923 28447.8834775 28505.58 0.0000514X 57.6923 28447.8834775 28505.58 0.00011

1Y 1.7943 0.8557584024 2.65 0.049062Y 2.3438 1.90734863281 4.25 0.030583Y 2.4194 2.09794904501 4.52 0.028784Y 1.9841 1.15718985571 3.14 0.041385Y 1.7815 0.83759433205 2.62 0.049646Y 2.8846 3.55598543468 6.44 0.020187Y 1.6854 0.70925104508 2.39 0.054298Y 2.8846 3.55598543468 6.44 0.020189Y 6.5217 41.094764527 47.62 0.00273

10Y 6.5217 41.094764527 47.62 0.0027311Y 7.8947 72.8969237498 80.79 0.0016112Y 4.5455 13.9132370537 18.46 0.0070413Y 5.5556 25.4026317126 30.96 0.00420

0.31531


3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑦𝐸𝑚

Muro

1X 32.6087 5136.84556587 5169.45 0.000062X 32.6087 5136.84556587 5169.45 0.000293X 32.6087 5136.84556587 5169.45 0.000064X 32.6087 5136.84556587 5169.45 0.000445X 32.6087 5136.84556587 5169.45 0.000656X 57.6923 28447.8834775 28505.58 0.000117X 57.6923 28447.8834775 28505.58 0.000018X 32.6087 5136.84556587 5169.45 0.000659X 32.6087 5136.84556587 5169.45 0.00029

10X 32.6087 5136.84556587 5169.45 0.0000611X 57.6923 28447.8834775 28505.58 0.0000212X 57.6923 28447.8834775 28505.58 0.0001013X 57.6923 28447.8834775 28505.58 0.0000514X 57.6923 28447.8834775 28505.58 0.00011

1Y 1.7943 0.8557584024 2.65 0.049062Y 2.3438 1.90734863281 4.25 0.030583Y 2.4194 2.09794904501 4.52 0.028784Y 1.9841 1.15718985571 3.14 0.041385Y 1.7815 0.83759433205 2.62 0.049646Y 2.8846 3.55598543468 6.44 0.020187Y 1.6854 0.70925104508 2.39 0.054298Y 2.8846 3.55598543468 6.44 0.020189Y 6.5217 41.094764527 47.62 0.00273

10Y 6.5217 41.094764527 47.62 0.0027311Y 7.8947 72.8969237498 80.79 0.0016112Y 4.5455 13.9132370537 18.46 0.0070413Y 5.5556 25.4026317126 30.96 0.00420

0.31531


Muro

1X 32.6087 5136.84556587 5169.45 0.000062X 32.6087 5136.84556587 5169.45 0.000293X 32.6087 5136.84556587 5169.45 0.000064X 32.6087 5136.84556587 5169.45 0.000445X 32.6087 5136.84556587 5169.45 0.000656X 57.6923 28447.8834775 28505.58 0.000117X 57.6923 28447.8834775 28505.58 0.000018X 32.6087 5136.84556587 5169.45 0.000659X 32.6087 5136.84556587 5169.45 0.00029

10X 32.6087 5136.84556587 5169.45 0.0000611X 57.6923 28447.8834775 28505.58 0.0000212X 57.6923 28447.8834775 28505.58 0.0001013X 57.6923 28447.8834775 28505.58 0.00005

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

3൬ℎ𝑙൰ 4൬ℎ𝑙൰3 3൬ℎ𝑙൰+ 4൬ℎ𝑙൰3

𝐾𝑦𝐸𝑚

𝐾𝑦𝐸𝑚

14X 57.6923 28447.8834775 28505.58 0.00011

1Y 1.7943 0.8557584024 2.65 0.049062Y 2.3438 1.90734863281 4.25 0.030583Y 2.4194 2.09794904501 4.52 0.028784Y 1.9841 1.15718985571 3.14 0.041385Y 1.7815 0.83759433205 2.62 0.049646Y 2.8846 3.55598543468 6.44 0.020187Y 1.6854 0.70925104508 2.39 0.054298Y 2.8846 3.55598543468 6.44 0.020189Y 6.5217 41.094764527 47.62 0.00273

10Y 6.5217 41.094764527 47.62 0.0027311Y 7.8947 72.8969237498 80.79 0.0016112Y 4.5455 13.9132370537 18.46 0.0070413Y 5.5556 25.4026317126 30.96 0.00420

0.31531

D. Calculo de cortantes de traslacion en direccion "X"

= 88350.432

Muro% de absorcion

Muro

1X 33.3778 0.04% 1X2X 3320.6942 3.76% 2X3X 33.3778 0.04% 3X4X 9299.8878 10.53% 4X5X 20018.6910 22.66% 5X6X 10383.7251 11.75% 6X7X 18.8657 0.02% 7X8X 20018.6910 22.66% 8X9X 3320.6942 3.76% 9X

10X 33.3778 0.04% 10X11X 146.2381 0.17% 11X12X 8455.4653 9.57% 12X13X 2041.5143 2.31% 13X14X 10816.4199 12.24% 14X

1Y 49.7918 0.06% 1Y2Y 38.1181 0.04% 2Y3Y 36.9269 0.04% 3Y4Y 45.0270 0.05% 4Y5Y 50.1491 0.06% 5Y6Y 30.9710 0.04% 6Y7Y 53.0080 0.06% 7Y8Y 30.9710 0.04% 8Y

Piso 1: cortantes de traslacion en direcion "X"

𝑉𝑡𝑟𝑎𝑠 = 𝑉𝑥1൬𝐾𝑖𝑥σ𝐾𝑖𝑥൰


9Y 13.6987 0.02% 9Y10Y 13.6987 0.02% 10Y11Y 11.3163 0.01% 11Y12Y 19.6546 0.02% 12Y13Y 16.0811 0.02% 13Y

100.00%

= 62948.97906

Muro% de absorcion

Muro


10X 23.7814 0.04% 10X11X 104.1935 0.17% 11X12X 6024.4517 9.57% 12X13X 1454.5627 2.31% 13X14X 7706.6130 12.24% 14X

1Y 35.4762 0.06% 1Y2Y 27.1588 0.04% 2Y3Y 26.3101 0.04% 3Y4Y 32.0814 0.05% 4Y5Y 35.7308 0.06% 5Y6Y 22.0666 0.04% 6Y7Y 37.7678 0.06% 7Y8Y 22.0666 0.04% 8Y9Y 9.7602 0.02% 9Y

10Y 9.7602 0.02% 10Y11Y 8.0628 0.01% 11Y12Y 14.0038 0.02% 12Y13Y 11.4576 0.02% 13Y

100.00%

E. Calculo de cortantes de traslacion en direccion "Y"

Piso 1: cortantes de traslacion en direcion "x"

Piso 1: cortantes de traslacion en direcion "Y"



= 88350.432

Muro% de absorcion

Muro


10X 16.2609 0.02% 10X11X 5.8978 0.01% 11X12X 28.3094 0.03% 12X13X 15.2360 0.02% 13X14X 32.1430 0.04% 14X


10Y 764.9865 0.87% 10Y11Y 450.8631 0.51% 11Y12Y 1973.3783 2.23% 12Y13Y 1176.6187 1.33% 13Y

100.00%

= 62948.979

Muro% de absorcion

Muro

1X 11.5858 0.02% 1X2X 57.9288 0.09% 2X3X 11.5858 0.02% 3X4X 88.8241 0.14% 4X



𝑉𝑡𝑟𝑎𝑠 = 𝑉𝑦1ቆ 𝐾𝑖𝑦σ𝐾𝑖𝑦ቇ




5X 129.3743 0.21% 5X6X 22.4114 0.04% 6X7X 2.1011 0.00% 7X8X 129.3743 0.21% 8X9X 57.9288 0.09% 9X

10X 11.5858 0.02% 10X11X 4.2021 0.01% 11X12X 20.1702 0.03% 12X13X 10.8555 0.02% 13X14X 22.9016 0.04% 14X


10Y 545.0468 0.87% 10Y11Y 321.2364 0.51% 11Y12Y 1406.0163 2.23% 12Y13Y 838.3314 1.33% 13Y

100.00%

Si tenemos:Em = 32500 kg/cm2 ®

pisos Vi pisos Kx4 37547.5261 4 84563125.96683 62948.9791 3 84563125.96682 79883.281 2 84563125.96681 88350.432 1 84563125.9668

Entonces tenemos:

pisos ∆x (m) pisos ∆x (m)4 0.00044402 4 0.000366401463 0.0007444 3 0.000614277432 0.00094466 2 0.000779528081 0.00104479 1 0.0008621534

7. DESPLAZAMIENTO RELATIVO EN CADA NIVEL (∆i)

Comprobacion de los desplazamientos:

Si tenemos:0.0009446586

R= 6hi= 2.5

0.0017004 < 0.005

Recordando:

PISO 1,2,3 Y 4 : Centro de rigidez.

Muro

1X 0.000098 0.000058 0.000015 0.0000172X 0.009780 0.000290 0.001467 0.0011613X 0.000098 0.000058 0.000015 0.0004474X 0.027388 0.000445 0.114347 0.0005785X 0.058956 0.000648 0.244666 0.0040026X 0.030580 0.000112 0.198008 0.0007027X 0.000056 0.000011 0.000410 0.0000038X 0.058956 0.000648 0.617559 0.0040029X 0.009780 0.000290 0.101450 0.000798

10X 0.000098 0.000058 0.001020 0.00001711X 0.000431 0.000021 0.004985 0.00007212X 0.024902 0.000101 0.352980 0.00015713X 0.006012 0.000054 0.085225 0.000207

∆i=

8. CALCULO DEL CENTRO DE RIGIDEZ

∆𝑖∗0.75𝑅ℎ𝑖 < 0.005

𝑲_𝒙/𝑬_𝒎 𝑲_𝒚/𝑬_𝒎 𝒚.𝑲_𝒙/𝑬_𝒎 𝒙.𝑲_𝒚/𝑬_𝒎

𝑋_𝑐𝑟=(∑▒〖 (𝐾_𝑖𝑦.𝑋_𝑖)〗 )/(∑▒𝐾_𝑖𝑦 )𝑌_𝑐𝑟=(∑▒〖 (𝐾_𝑖𝑥.𝑌_𝑖)〗 )/(∑▒𝐾_𝑖𝑥 )

14X 0.031855 0.000115 0.451539 0.0007170.000000 0.000000 0.000000 0.000000

1Y 0.000147 0.049056 0.000306 0.0036792Y 0.000112 0.030580 0.000648 0.0022943Y 0.000109 0.028778 0.000971 0.0021584Y 0.000133 0.041384 0.001639 0.0031045Y 0.000148 0.049636 0.000909 0.1700036Y 0.000091 0.020184 0.001167 0.0610587Y 0.000156 0.054288 0.001128 0.2483678Y 0.000091 0.020184 0.001167 0.0923449Y 0.000040 0.002730 0.000023 0.021636

10Y 0.000040 0.002730 0.000150 0.02163611Y 0.000033 0.001609 0.000229 0.01275212Y 0.000058 0.007043 0.000583 0.05581413Y 0.000047 0.004199 0.000643 0.033279

0.260194 0.315312 2.183248 0.741003

2.3501

8.3908

PISO 1,2,3 Y 4 : Centro de masa.

Muro L h t Peso ''P''1X 0.30 2.50 0.23 1800 310.50002X 1.50 2.50 0.23 1800 1552.50003X 0.30 2.50 0.23 1800 310.50004X 2.30 2.50 0.23 1800 2380.50005X 3.35 2.50 0.23 1800 3467.25006X 3.20 2.50 0.13 1800 1872.00007X 0.30 2.50 0.13 1800 175.50008X 3.35 2.50 0.23 1800 3467.25009X 1.50 2.50 0.23 1800 1552.5000

10X 0.30 2.50 0.23 1800 310.500011X 0.60 2.50 0.13 1800 351.000012X 2.88 2.50 0.13 1800 1684.800013X 1.55 2.50 0.13 1800 906.750014X 3.27 2.50 0.13 1800 1912.9500

1Y 4.18 2.50 0.13 1800 2445.30002Y 3.20 2.50 0.13 1800 1872.00003Y 3.10 2.50 0.13 1800 1813.50004Y 3.78 2.50 0.13 1800 2211.30005Y 4.21 2.50 0.13 1800 2462.85006Y 2.60 2.50 0.13 1800 1521.00007Y 4.45 2.50 0.13 1800 2603.2500

9. CALCULO DEL CENTRO DE MASA (C.M)

𝜸_𝒎

𝑿_𝒄𝒓 = 𝒀_𝒄𝒓 =

8Y 2.60 2.50 0.13 1800 1521.00009Y 1.15 2.50 0.13 1800 672.7500

10Y 1.15 2.50 0.13 1800 672.750011Y 0.95 2.50 0.13 1800 555.750012Y 1.65 2.50 0.13 1800 965.250013Y 1.35 2.50 0.13 1800 789.7500

40360.9500

;

3.7521

7.9564

PISO 1,2,3 Y 4 : momento polar de inercia.

Muro

1X -8.2408 67.9115 0.0067 -2.0501 4.20272X -8.2408 67.9115 0.6641 1.6499 2.72233X -8.2408 67.9115 0.0067 5.3499 28.62194X -4.2158 17.7733 0.4868 -1.0501 1.10265X -4.2408 17.9847 1.0603 3.8249 14.63026X -1.9158 3.6704 0.1122 3.8999 15.20957X -1.0171 1.0346 0.0001 -2.0501 4.20278X 2.0842 4.3437 0.2561 3.8249 14.63029X 1.9829 3.9317 0.0385 0.3999 0.1600

10X 1.9829 3.9317 0.0004 -2.0501 4.202711X 3.1852 10.1452 0.0044 1.0499 1.102412X 5.7842 33.4565 0.8331 -0.8001 0.640113X 5.7842 33.4565 0.2012 1.4499 2.102314X 5.7842 33.4565 1.0657 3.8999 15.2095

1Y -6.3033 39.7321 0.0058 -2.2751 5.1759

10. CALCULO DEL MOMENTO POLAR DE INERCIA ( J ).

𝑿_𝒄𝒎 = 𝒀_𝒄 𝒎 =

𝑋_𝑐𝑚=(∑▒〖 (𝑃_𝑖.𝑋_𝑖)〗 )/(∑▒𝑃_𝑖 ) 𝑌_𝑐𝑚=(∑▒〖 (𝑃_𝑖.𝑌_𝑖)〗 )/(∑▒𝑃_𝑖 )CENTRO DE MASA PARA TODOS LOS

PISOS IGUALES POR SER UNA PLANTA TÍPICA

𝐽=∑▒ 〖𝐾 _𝑖𝑥/𝐸_𝑚 .(𝑌^2 ) ̅G 〗+∑▒ 〖𝐾 _𝑖𝑦/𝐸_𝑚 .(𝑋^2 ) ̅G 〗

𝒀𝒊−𝒀𝒄𝒓= 𝒀 ̅ (𝒀^𝟐 ) ̅ (𝑲_𝒙/𝑬_𝒎 ). (𝒚^𝟐) ̅ 𝑿𝒊−𝑿𝒄𝒓=𝑿 (𝑿^𝟐 ) ̅ (𝑲_𝒚/𝑬_𝒎 ). (𝑿^𝟐 ) ̅

2Y -2.6158 6.8426 0.0008 -2.2751 5.17593Y 0.5342 0.2853 0.0000 -2.2751 5.17594Y 3.9717 15.7741 0.0021 -2.2751 5.17595Y -2.2373 5.0057 0.0007 1.0749 1.15556Y 4.4092 19.4407 0.0018 0.6749 0.45557Y -1.1658 1.3592 0.0002 2.2249 4.95048Y 4.4092 19.4407 0.0018 2.2249 4.95049Y -7.8158 61.0874 0.0025 5.5749 31.0800

10Y -4.6658 21.7701 0.0009 5.5749 31.080011Y -1.5158 2.2978 0.0001 5.5749 31.080012Y 1.6842 2.8364 0.0002 5.5749 31.080013Y 5.1842 26.8755 0.0013 5.5749 31.0800

11. CALCULO DEL MOMENTO TORSOR Y EXCENTRICIDADES.

PISO 1 : Momentos torsores y PISO 2 : Momentos torsores yexcentricidades. excentricidades.

DESCRIPCIÓN VALORES DESCRIPCIÓN VALORES88350.432 79883.28188350.432 79883.2818467.151 16934.302

16934.302 25401.45325401.453 37547.52637547.526 16934.3028467.151 25401.453

16934.302 37547.52625401.453 3.752137547.526 7.9564

3.7521 2.35017.9564 8.39082.3501 8.00008.3908 14.25008.0000 6.5601

14.2500 PESO NIVEL 107518.29006.5601 2.5000

PESO NIVEL 107518.290 2.50002.5000 0.17802.5000 0.17800.1780 148538.4990.1780 -79128.852

164282.694 175903.486-87516.037 48090.237

𝑽_(𝑿(𝟏))𝑽_(𝒀(𝟏))𝑭_(𝑿(𝟏))𝑭_(𝑿(𝟐))𝑭_(𝑿(𝟑))𝑭_(𝑿(𝟒))𝑭_(𝒀(𝟏))𝑭_(𝒀(𝟐))𝑭_(𝒀(𝟑))𝑭_(𝒀(𝟒))𝑿_𝒄𝒎𝒀_𝒄𝒎𝑿_𝒄𝒓𝒀_𝒄𝒓𝒅_𝒙𝒅_𝒚𝑱_((𝟏))𝑪_𝒙𝑪_𝒚𝑻_𝒙𝑻_𝒚𝑴_𝒕𝒙𝟏𝑴_𝒕𝒙𝟐𝑴_𝒕𝒚𝟏

𝑽_(𝑿(𝟐))𝑽_(𝒀(𝟐)) 𝑭_(𝑿(𝟐))𝑭_(𝑿(𝟑))𝑭_(𝑿(𝟒))𝑭_(𝒀(𝟐))𝑭_(𝒀(𝟑))𝑭_(𝒀(𝟒))𝑿_𝒄𝒎𝒀_𝒄𝒎𝑿_𝒄𝒓𝒀_𝒄𝒓 𝒅_𝒙𝒅_𝒚𝑱_((𝟐)) 𝑪_𝒙𝑪_𝒚𝑻_𝒙𝑻_𝒚𝑴_𝒕𝒙𝟏𝑴_𝒕𝒙𝟐𝑴_𝒕𝒚𝟏𝑴_𝒕𝒚𝟐𝒆_𝒙

194548.206 1.40200653187.515 -0.434444

1.4020 0.800000

𝑴_𝒕𝒙𝟐𝑴_𝒕𝒚𝟏𝑴_𝒕𝒚𝟐𝒆_𝒙𝒆_𝒚

𝑴_𝒕𝒚𝟐𝒆_𝒙𝒆_𝒚𝒆_𝒂𝒄𝒄𝒙𝒆_𝒂𝒄𝒄𝒚

Kg/m2

Kg/m2Kg/m2Kg/m2mt.mt.mt.Kg/m2Kg/m2Kg/m2Kg/m2Kg/m2m

DIRECCION "Y" - PRIMER PISO

peso parapeto

(kg) (kg) (kg) (kg/cm2) (kg/cm2) (kg/cm2)234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 1472.00 431.25 1.13 0.33 1.46234.00 598.00 0.00 0.46 0.00 0.46234.00 1472.00 431.25 1.13 0.33 1.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46234.00 598.00 0.00 0.46 0.00 0.46

Total carga muerta "P"

Total carga viva "L"

Esf. Act. Por carga M.

Esf. Act. Por carga

V.Esf. Act.

Total

DIRECCION "X" - PRIMER PISO

peso parapeto Total carga viva "P"

(kg) (kg) (kg) (kg/cm2) (kg/cm2) (kg/cm2)234.00 4146.00 1612.50 1.80 0.70 2.50234.00 4146.00 1612.50 1.80 0.70 2.50234.00 4146.00 1612.50 1.80 0.70 2.50234.00 6426.00 2737.50 2.79 1.19 3.98234.00 3956.00 1518.75 1.72 0.66 2.38234.00 3600.00 1481.25 2.77 1.14 3.91234.00 3030.00 1200.00 2.33 0.92 3.25234.00 6806.00 2925.00 2.96 1.27 4.23234.00 4032.00 1556.25 1.75 0.68 2.43234.00 4032.00 1556.25 1.75 0.68 2.43234.00 2688.00 1031.25 2.07 0.79 2.86234.00 3562.00 1462.50 2.74 1.13 3.87234.00 3562.00 1462.50 2.74 1.13 3.87234.00 3562.00 1462.50 2.74 1.13 3.87

8.38 Kg/cm2

10.84 Kg/cm2

observamos los resultados y comprobamos que si cumplenla siguiente ralcion:

Total carga muerta "P"

Esf. Act. Por carga M.

Esf. Act. Por carga

V.Esf. Act.

Total

OKI DOKI !!

OKI DOKI !!

MEDIDAS

1800 Kg/m3longitud de muros portantes en la direccion "X"

8.53 mt.12.90 mt.

longitud de muros portantes en la direccion "Y"34.37 mt.

2.5 mt.0.13 mt.0.23 mt.3.65 mt.63.8 mt.1.20 mt.4.00

280.00 Kg/m2100.00 Kg/m2114.00 m2200.00 Kg/m2150.00 Kg/m2

56.00 mt.1.00 mt.

Total carga viva Peso total

0 101818.29 5700 107518.290 101818.29 5700 107518.290 101818.29 5700 107518.29

13104 114922.29 4275 119197.29

13104 420377.16 21375 441752.16

Peso de parapetos

Total carga muerta

0.41

1.20.62.5 T= 0.1786

10.6860

37547.5261264 37547.5261263925401.4529368 62948.9790631916934.3019579 79883.281021068467.15097894 88350.432

88350.432

FUERZA INERCIALES (Fi)

𝐹𝑖 𝑉𝑖

y

0.1500.1500.1504.1754.1506.4757.374

10.47510.37410.37411.57614.17514.17514.175

2.08755.77508.9250

12.36256.1535

12.80007.2250

12.80000.57503.72506.8750

10.075013.5750

y

0.1500.1500.1504.1754.1506.4757.374

10.47510.37410.37411.57614.17514.175

14.175

2.0885.7758.925

12.3636.154

12.8007.225

12.8000.5753.7256.875

10.07513.575

y

0.1500.1500.1504.1754.1506.4757.374

10.47510.37410.37411.57614.17514.17514.175

2.0885.7758.925

12.3636.154

12.8007.225

12.8000.5753.7256.875

10.07513.575

y

0.1500.1500.1504.1754.1506.4757.374

10.47510.37410.37411.57614.17514.17514.175

0.0002.0885.7758.925

12.3636.154

12.8007.225

12.8000.5753.7256.875

10.07513.575

= 79883.28102106

% de absorcion30.1790 0.04%

3002.4522 3.76%30.1790 0.04%

8408.6238 10.53%18100.1800 22.66%

9388.5905 11.75%17.0577 0.02%

18100.1800 22.66%3002.4522 3.76%

30.1790 0.04%132.2232 0.17%

7645.1274 9.57%1845.8638 2.31%9779.8176 12.24%

45.0199 0.06%34.4650 0.04%33.3880 0.04%40.7118 0.05%45.3430 0.06%28.0028 0.04%47.9279 0.06%28.0028 0.04%

Piso 2: cortantes de traslacion en direcion "X"



12.3859 0.02%12.3859 0.02%10.2318 0.01%17.7710 0.02%14.5399 0.02%

100.00%

= 37547.52612639


1411.2421 3.76%14.1850 0.04%

3952.3041 10.53%8507.6248 22.66%4412.9177 11.75%

8.0176 0.02%8507.6248 22.66%1411.2421 3.76%

14.1850 0.04%62.1489 0.17%

3593.4380 9.57%867.6111 2.31%

4596.8061 12.24%

21.1607 0.06%16.1996 0.04%15.6933 0.04%19.1358 0.05%21.3126 0.06%13.1622 0.04%22.5275 0.06%13.1622 0.04%

5.8217 0.02%5.8217 0.02%4.8093 0.01%8.3529 0.02%6.8342 0.02%

100.00%

Piso 2: cortantes de traslacion en direcion "x"




= 79883.28102106

% de absorcion14.7025 0.02%73.5126 0.09%14.7025 0.02%

112.7193 0.14%164.1781 0.21%

28.4404 0.04%2.6663 0.00%

164.1781 0.21%73.5126 0.09%14.7025 0.02%

5.3326 0.01%25.5963 0.03%13.7758 0.02%29.0625 0.04%

12428.2463 15.56%7747.4234 9.70%7290.8669 9.13%

10484.4761 13.12%12575.1120 15.74%

5113.6629 6.40%13753.6339 17.22%

5113.6629 6.40%691.6732 0.87%691.6732 0.87%407.6542 0.51%

1784.2576 2.23%1063.8563 1.33%

100.00%

= 37547.52612639


34.5531 0.09%6.9106 0.02%

52.9814 0.14%







77.1686 0.21%13.3678 0.04%

1.2532 0.00%77.1686 0.21%34.5531 0.09%

6.9106 0.02%2.5065 0.01%

12.0310 0.03%6.4750 0.02%

13.6602 0.04%0.0000 0.00%

5841.6467 15.56%3641.5202 9.70%3426.9250 9.13%4928.0166 13.12%5910.6780 15.74%2403.5742 6.40%6464.6184 17.22%2403.5742 6.40%

325.1071 0.87%325.1071 0.87%191.6096 0.51%838.6543 2.23%500.0442 1.33%

100.00%

325000000 kg/m2

pisos Ky4 102476464.3380183 102476464.3380182 102476464.3380181 102476464.338018

OKI DOKI !!

X Y P.X P.Y0.300 0.150 93.1500 46.57504.000 0.150 6210.0000 232.87507.700 0.150 2390.8500 46.57501.300 4.175 3094.6500 9938.58756.175 4.150 21410.2688 14389.08756.250 6.475 11700.0000 12121.20000.300 7.374 52.6500 1294.08446.175 10.475 21410.2688 36319.44382.750 10.374 4269.3750 16105.16920.300 10.374 93.1500 3221.03393.400 11.576 1193.4000 4063.17601.550 14.175 2611.4400 23882.04003.800 14.175 3445.6500 12853.18136.250 14.175 11955.9375 27116.0663

0.000 0.0000 0.00000.075 2.088 183.3975 5104.56380.075 5.775 140.4000 10810.80000.075 8.925 136.0125 16185.48750.075 12.363 165.8475 27337.19623.425 6.154 8435.2613 15155.14753.025 12.800 4601.0250 19468.80004.575 7.225 11909.8688 18808.4813

4.575 12.800 6958.5750 19468.80007.925 0.575 5331.5438 386.83127.925 3.725 5331.5438 2505.99387.925 6.875 4404.3187 3820.78137.925 10.075 7649.6063 9724.89387.925 13.575 6258.7688 10720.8562

151436.9587 321127.7272

0.0002 0.00690.0008 0.66490.0017 0.00830.0005 0.48730.0095 1.06980.0017 0.11400.0000 0.00010.0095 0.26560.0000 0.03850.0002 0.00060.0000 0.00440.0001 0.83320.0001 0.20130.0017 1.0675

0.2539 0.2597

𝑌_𝑐𝑚=(∑▒〖 (𝑃_𝑖.𝑌_𝑖)〗 )/(∑▒𝑃_𝑖 )CENTRO DE MASA PARA TODOS LOS

PISOS IGUALES POR SER UNA PLANTA TÍPICA

(𝑲_𝒚/𝑬_𝒎 ). (𝑿^𝟐 ) ̅ 𝑱

0.1583 0.15900.1490 0.14900.2142 0.21630.0574 0.05810.0092 0.01100.2687 0.26900.0999 0.10170.0849 0.08730.0849 0.08570.0500 0.05010.2189 0.21910.1305 0.1318

6.5601

Trabajo de Albañileria

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