ALBAÑILERIA LISSETH.xlsx

1.1 UBICACIÓN : Huánuco ZONA: 21.2 N° DE PISOS : 5 ALTURA TÍPICA: 2.51.3 USO : Vivienda1.4 SISTEMA ESTRUCTURAL : Albañileria Confinada1.6 PESO DE LA ALBAÑILERÍA : 1800 kg/cm31.7 ALBAÑILERÍA : 65 kg/cm21.8 MORTERO : 1:01:04 cemento: cal: arena1.9 CONCRETO : 210 kg/cm21.1 ACERO : 4200 kg/cm2

1.11 RESISTENCIA DEL TERRENO : 2.5 kg/cm2

2.1 FACTOR DE ZONA 0.3

2.2 FACTOR DE USO 1

2.3 FACTOR DE AMPLIFICACIÓN SÍSMICA 2.5

2.4 PARÁMETROS DEL SUELO 1.2

2.5 COEFICIENTE DE REDUCCIÓN 6

PROYECTO EDIFICACION DE ALBAÑILERIA CONFINADA

2. PARÁMETROS PARA EVALUAR LA FUERZA CORTANTE

1. DATOS GENERALES DEL PROYECTO

LOSA MACIZA

De acuerdo al Reglamento Nacional de Edificaciones -Norma E.060 - Tabla 9.1

TIPO DE LOSA Lm FACTOR ESPESORLosa Maciza 4.27 40 0.11 e=0.12

MUROS

ESPESOR Equivalente0.125 13cm

Muro de soga

VIGAS SOLERAS

EJE L Ln/10 Ln/1201-01 4.27 0.43 0.36 PERALTE = 0.40 cm

H 0.3H 0.5H Bw0.35 0.11 0.18 0.15 Bmin= 0.20cm

COLUMNAS

C 0.15 0.15

Se han considerado muros en aparejo de soga y cabeza, construídos con ladrillos king kong 18 huecos hechos a máquina

PROYECTO EDIFICACION DE ALBAÑILERIA CONFINADA

3. PREDIMENSIONAMIENTO DE ELEMENTOS ESTRUCTURALES

4. DENSIDAD DE MUROS

2.1 DENOMINACIÓN Y LONGITUDES DE LOS MUROS EN DIRECCIÓN DE "X" (Ver fig.N°2)

MURO DIRECCIÓN XL(m) t(m) L.T (m2)

1X 4.05 0.13 0.532X 2.60 0.13 0.343X 3.15 0.13 0.414X 1.90 0.13 0.255X 1.30 0.13 0.176X 2.30 0.13 0.307X 3.80 0.13 0.498X 3.30 0.13 0.439X 2.65 0.13 0.34

10X 3.30 0.13 0.4311X 1.80 0.13 0.2312X 2.85 0.13 0.3713X 2.28 0.13 0.3014X 3.80 0.13 0.4915X 1.50 0.13 0.2016X 1.20 0.13 0.16

5.43

180 m2

5.43

0.0302

0.0257

CUMPLE CON LA CONDICION 19.b

𝑍𝑈𝑆𝑁/56

∑▒ 〖𝐿 .𝑡〗

(∑▒ 〖𝐿 .𝑡〗)/𝐴𝑝

𝐴𝑝

4. DENSIDAD DE MUROS

2.1 DENOMINACIÓN Y LONGITUDES DE LOS MUROS EN DIRECCIÓN DE "Y" (Ver fig.N°2)

MURO DIRECCIÓN YL(m) t(m) L.T(m2)

1Y 3.35 0.13 0.442Y 2.35 0.13 0.313Y 2.90 0.13 0.384Y 4.45 0.13 0.585Y 3.55 0.13 0.466Y 2.68 0.13 0.357Y 2.10 0.13 0.278Y 1.65 0.13 0.219Y 1.35 0.13 0.18

10Y 2.90 0.13 0.3811Y 2.00 0.13 0.2612Y 3.04 0.13 0.4013Y 2.44 0.13 0.3214Y 2.75 0.13 0.3615Y 2.15 0.13 0.2816Y 1.75 0.13 0.2317Y 3.35 0.13 0.4418Y 3.81 0.13 0.5019Y 1.44 0.13 0.1920Y 2.35 0.13 0.3121Y 3.70 0.13 0.4822Y 1.95 0.13 0.2523Y 2.68 0.13 0.35

7.89

180 m2

7.89

0.0438

CUMPLE CON LA CONDICION 19.b

𝑍𝑈𝐶𝑆/56

∑▒ 〖𝐿 .𝑡〗

(∑▒ 〖𝐿 .𝑡〗)/𝐴𝑝

𝐴𝑝

0.0257𝑍𝑈𝐶𝑆/56

DatosPeso volumetrico de la albañileria:

Peso volumetrico del concreto armado: 2.4 ton/m3 f'm 65 kg/cm2 650 ton/m2 Peso volumetrico del terrajeo:Peso volumetrico de la albañileria: 1.8 ton/m3 Acabados :

Sobrecargas:Acabados : 0.1 ton/m2 Espesor de la Losa Maciza(h=0.15cm)

Sobrecargas: 0.25 Viga soleraEspesor de la Losa Maciza(h=0.15cm) 0.12 m

Viga solera Base 0.20 mAltura 0.40 m

ESFUERZO ADMISIBLE EN Y

MUROL ESPESOR H

Area tributaria P.ESPCFSOBRECARGA

Peso Tipico Azotea

(m) (m) (m2) (m) (ton) (ton) (ton) (ton) (ton/m2)Y1 3.35 0.13 0.44 2.50 1.55 1.8 1.95975 0.45 0.155 0.6432 0.25 0.3875 0.155Y2 2.35 0.13 0.31 2.50 0.00 1.8 1.37475 0.00 0.00 0.4512 0.25 0 0Y3 2.90 0.13 0.38 2.50 1.98 1.8 1.6965 0.57 0.20 0.5568 0.25 0.495 0.198Y4 4.45 0.13 0.58 2.50 4.21 1.8 2.60325 1.21 0.42 0.8544 0.25 1.0525 0.421Y5 3.55 0.13 0.46 2.50 3.55 1.8 2.07675 1.02 0.36 0.6816 0.25 0.8875 0.355Y6 2.68 0.13 0.35 2.50 0.00 1.8 1.5678 0.00 0.00 0.51456 0.25 0 0Y7 2.10 0.13 0.27 2.50 3.34 1.8 1.2285 0.96 0.33 0.4032 0.25 0.835 0.334Y8 1.65 0.13 0.21 2.50 0.83 1.8 0.96525 0.24 0.08 0.3168 0.25 0.2075 0.083Y9 1.35 0.13 0.18 2.50 1.88 1.8 0.78975 0.54 0.19 0.2592 0.25 0.47 0.188

Y10 2.90 0.13 0.38 2.50 4.66 1.8 1.6965 1.34 0.47 0.5568 0.25 1.165 0.466Y11 2.00 0.13 0.26 2.50 3.63 1.8 1.17 1.05 0.36 0.384 0.25 0.9075 0.363Y12 3.04 0.13 0.40 2.50 5.94 1.8 1.7784 1.71 0.59 0.58368 0.25 1.485 0.594Y13 2.44 0.13 0.32 2.50 3.87 1.8 1.4274 1.11 0.39 0.46848 0.25 0.9675 0.387Y14 2.75 0.13 0.36 2.50 1.73 1.8 1.60875 0.50 0.17 0.528 0.25 0.4325 0.173Y15 2.15 0.13 0.28 2.50 4.36 1.8 1.25775 1.26 0.44 0.4128 0.25 1.09 0.436

5. METRADO DE CARGAS 5. METRADO DE CARGAS

Peso volumetrico del concreto armado:

Area de muro

PESO MURO

PESO LOSA

PESO ACABADO

PESO SOLERA P. Viva

(Ton)P. Viva (Ton)

Y16 1.75 0.13 0.2275 2.50 0.00 1.8 1.02375 0.00 0.00 0.336 0.25 0 0Y17 3.35 0.13 0.4355 2.50 0.00 1.8 1.95975 0.00 0.00 0.6432 0.25 0 0Y18 3.81 0.13 0.4953 2.50 3.32 1.8 2.22885 0.96 0.33 0.73152 0.25 0.83 0.332Y19 1.44 0.13 0.1872 2.50 0.54 1.8 0.8424 0.16 0.05 0.27648 0.25 0.135 0.054Y20 2.35 0.13 0.3055 2.50 0.00 1.8 1.37475 0.00 0.00 0.4512 0.25 0 0Y21 3.70 0.13 0.481 2.50 3.14 1.8 2.1645 0.90 0.31 0.7104 0.25 0.785 0.314Y22 1.95 0.13 0.2535 2.50 0.76 1.8 1.14075 0.22 0.08 0.3744 0.25 0.19 0.076Y23 2.68 0.13 0.3484 2.50 1.50 1.8 1.5678 0.43 0.15 0.51456 0.25 0.375 0.15

6.8068 m2 30.6306 13.07232 4.539 10.05312

0.0378 0.02

∑▒𝐿𝑡= ∑▒𝑃𝑒𝑠𝑜𝑠=> (𝑍.𝑈.𝑆.𝑁)/56=

2.4 ton/m3 f'm 65 kg/cm2 650 ton/m2Peso volumetrico de la albañileria: 1.8 ton/m3

Peso volumetrico del terrajeo: 2Acabados : 0.1 ton/m2 Esfuerzo de Compresion

Sobrecargas: 0.25Espesor de la Losa Maciza(h=0.15cm) 0.12 m

Viga solera Base 0.20 m 40.7043628013777Altura 0.40 m 29.8846153846154

45.850663129973552.0080380293864

VERIFICACION 53.269230769230829.8846153846154

Azotea Piso Tipico Servicio Azotea ServicioAZOTEA

Total Muro 67.0772893772894

Pd (Ton) P. L. (Ton) Pd (Ton) P. L. (Ton)PD + PL (ton)

41.6477855477856

62.44985754985750.155 3.20435 0.3875 3.59185 3.20435 0.16 3.35935 4 1 17.72675 67.4612732095491

0 1.82595 0 1.82595 1.82595 0.00 1.82595 4 1 9.12975 72.32769230769230.198 3.02154 0.495 3.51654 3.02154 0.20 3.21954 4 1 17.2857 75.57692307692310.421 5.09113 1.0525 6.14363 5.09113 0.42 5.51213 4 1 30.08665 66.97414880201770.355 4.13575 0.8875 5.02325 4.13575 0.36 4.49075 4 1 24.58375 44.5956643356643

0 2.08236 0 2.08236 2.08236 0.00 2.08236 4 1 10.4118 77.30644007155640.334 2.92762 0.835 3.76262 2.92762 0.33 3.26162 4 1 18.3121 29.88461538461540.083 1.60409 0.2075 1.81159 1.60409 0.08 1.68709 4 1 8.93345 29.88461538461540.188 1.77839 0.47 2.24839 1.77839 0.19 1.96639 4 1 10.95995 50.26176054916210.466 4.06138 1.165 5.22638 4.06138 0.47 4.52738 4 1 25.4329 38.65384615384620.363 2.96244 0.9075 3.86994 2.96244 0.36 3.32544 4 1 18.8052 29.88461538461540.594 4.6668 1.485 6.1518 4.6668 0.59 5.2608 4 1 29.868 49.72993762993760.387 3.39744 0.9675 4.36494 3.39744 0.39 3.78444 4 1 21.2442 38.99861932938860.173 2.80799 0.4325 3.24049 2.80799 0.17 2.98099 4 1 15.94295 42.97301951779560.436 3.36223 1.09 4.45223 3.36223 0.44 3.79823 4 1 21.60715

5. METRADO DE CARGAS


N° Pisos tipicosP. Viva

(Ton) PD+ PL (ton)

PD+ PL (ton)

𝜎(𝑡𝑜𝑛/𝑚2)

0 1.35975 0 1.35975 1.35975 0.00 1.35975 4 1 6.798750 2.60295 0 2.60295 2.60295 0.00 2.60295 4 1 13.01475

0.332 4.24853 0.83 5.07853 4.24853 0.33 4.58053 4 1 24.894650.054 1.3284 0.135 1.4634 1.3284 0.05 1.3824 4 1 7.236

0 1.82595 0 1.82595 1.82595 0.00 1.82595 4 1 9.129750.314 4.09322 0.785 4.87822 4.09322 0.31 4.40722 4 1 23.92010.076 1.81003 0.19 2.00003 1.81003 0.08 1.88603 4 1 9.886150.15 2.66436 0.375 3.03936 2.66436 0.15 2.81436 4 1 14.9718

11.3475 4.539

Esfuerzo de Compresion 0.2*f'm *(1-(h/35e)*2) 0.15* f'mEsfuerzo Maximo

(ton/m2) (ton/m2)

40.7043628013777 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok45.8506631299735 90.7535321821036 97.5 ok52.0080380293864 90.7535321821036 97.5 ok53.2692307692308 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok67.0772893772894 90.7535321821036 97.5 ok41.6477855477856 90.7535321821036 97.5 ok

62.4498575498575 90.7535321821036 97.5 ok67.4612732095491 90.7535321821036 97.5 ok72.3276923076923 90.7535321821036 97.5 ok75.5769230769231 90.7535321821036 97.5 ok66.9741488020177 90.7535321821036 97.5 ok44.5956643356643 90.7535321821036 97.5 ok77.3064400715564 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok50.2617605491621 90.7535321821036 97.5 ok38.6538461538462 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok49.7299376299376 90.7535321821036 97.5 ok38.9986193293886 90.7535321821036 97.5 ok42.9730195177956 90.7535321821036 97.5 ok

VERIFICACION DE ESFUERZO AXIAL MAXIMO Y MINIMO EN EL EJE Y


DatosPeso volumetrico del concreto armado: 2.40 ton/m3 f'm 65 kg/cm2 650 ton/m2

Peso volumetrico de la albañileria: 1.80 ton/m3 Acabados :Sobrecargas:

Acabados : 0.10 ton/m2 Espesor de la Losa Maciza(h=0.15cm)Sobrecargas: 0.25 Viga solera

Peso propio de Losa Maciza 0.12 mViga solera Base 0.20 m

Altura 0.40 mESFUERZO ADMISIBLE EN X

MUROL ESPESOR H

Area tributaria P.ESPCFSOBRECARGA

Peso Tipico Azotea

(m) (m) (m2) (m) (ton) (ton) (ton) (ton) (ton/m2)1X 4.05 0.13 0.5265 2.50 3.57 1.8 2.369 1.028 0.357 0.778 0.250 0.893 0.3572X 2.60 0.13 0.338 2.50 0.00 1.8 1.521 0.000 0.000 0.499 0.250 0.000 0.0003X 3.15 0.13 0.4095 2.50 2.75 1.8 1.843 0.792 0.275 0.605 0.250 0.688 0.2754X 1.90 0.13 0.247 2.50 3.45 1.8 1.112 0.994 0.345 0.365 0.250 0.863 0.3455X 1.30 0.13 0.169 2.50 1.05 1.8 0.761 0.302 0.105 0.250 0.250 0.263 0.1056X 2.30 0.13 0.299 2.50 2.24 1.8 1.346 0.645 0.224 0.442 0.250 0.560 0.2247X 3.80 0.13 0.494 2.50 5.07 1.8 2.223 1.460 0.507 0.730 0.250 1.268 0.5078X 3.30 0.13 0.429 2.50 4.79 1.8 1.931 1.380 0.479 0.634 0.250 1.198 0.4799X 2.65 0.13 0.3445 2.50 3.16 1.8 1.550 0.910 0.316 0.509 0.250 0.790 0.316

10X 3.30 0.13 0.429 2.50 4.69 1.8 1.931 1.351 0.469 0.634 0.250 1.173 0.46911X 1.80 0.13 0.234 2.50 2.01 1.8 1.053 0.579 0.201 0.346 0.250 0.503 0.20112X 2.85 0.13 0.3705 2.50 4.49 1.8 1.667 1.293 0.449 0.547 0.250 1.123 0.44913X 2.28 0.13 0.2964 2.50 3.82 1.8 1.334 1.100 0.382 0.438 0.250 0.955 0.38214X 3.80 0.13 0.494 2.50 2.78 1.8 2.223 0.801 0.278 0.730 0.250 0.695 0.27815X 1.50 0.13 0.195 2.50 1.52 1.8 0.878 0.438 0.152 0.288 1.250 1.900 0.152

5. METRADO DE CARGAS 5. METRADO DE CARGAS


Area de muro

PESO MURO

PESO LOSA

PESO ACABADO

PESO SOLERA P. Viva

(Ton)P. Viva (Ton)

16X 1.20 0.13 0.156 2.50 1.16 1.8 0.702 0.334 0.116 0.230 1.250 1.450 0.1165.0804 m2 12.63456 4.387 7.50336

0.0282 0.02

∑▒𝐿𝑡=> (𝑍.𝑈.𝑆.𝑁)/56=

2.40 ton/m3 f'm 65 kg/cm2 650 ton/m2

Acabados : 0.10 ton/m2Sobrecargas: 0.25

Espesor de la Losa Maciza(h=0.15cm) 0.12 mViga solera Base 0.20 m Esfuerzo de Compresion

Altura 0.40 m

VERIFICACION 50.497720797720829.884615384615450.2997557997558

Azotea Piso Tipico Servicio Azotea ServicioAZOTEA

Total Muro 72.3461538461539

Pd (Ton) P. L. (Ton) Pd (Ton) P. L. (Ton)PD + PL (ton)

48.7721893491124

52.65919732441470.357 4.532 0.893 5.425 4.532 0.357 4.889 4 1 26.58705 61.08461538461540.000 2.020 0.000 2.020 2.020 0.000 2.020 4 1 10.101 63.82773892773890.275 3.515 0.688 4.202 3.515 0.275 3.790 4 1 20.59775 57.76966618287370.345 2.815 0.863 3.677 2.815 0.345 3.160 4 1 17.8695 63.11911421911420.105 1.418 0.263 1.680 1.418 0.105 1.523 4 1 8.2425 55.99743589743590.224 2.656 0.560 3.216 2.656 0.224 2.880 4 1 15.7451 66.7256410256410.507 4.920 1.268 6.187 4.920 0.507 5.427 4 1 30.1758 69.06410256410260.479 4.423 1.198 5.620 4.423 0.479 4.902 4 1 27.3821 46.99230769230770.316 3.285 0.790 4.075 3.285 0.316 3.601 4 1 19.90165 84.76051282051280.469 4.384 1.173 5.556 4.384 0.469 4.853 4 1 27.0781 82.23333333333340.201 2.178 0.503 2.681 2.178 0.201 2.379 4 1 13.10340.449 3.957 1.123 5.079 3.957 0.449 4.406 4 1 24.721850.382 3.254 0.955 4.209 3.254 0.382 3.636 4 1 20.47060.278 4.031 0.695 4.726 4.031 0.278 4.309 4 1 23.21420.152 1.755 1.900 3.655 1.755 0.152 1.907 4 1 16.5283

5. METRADO DE CARGAS


N° Pisos tipicosP. Viva

(Ton) PD+ PL (ton)

PD+ PL (ton)


0.116 1.382 1.450 2.832 1.382 0.116 1.498 4 1 12.828410.9675 4.387

Esfuerzo de Compresion 0.2*f'm *(1-(h/35e)*2) 0.15* f'mEsfuerzo Maximo

(ton/m2) (ton/m2)

50.4977207977208 90.7535321821036 97.5 ok29.8846153846154 90.7535321821036 97.5 ok50.2997557997558 90.7535321821036 97.5 ok72.3461538461539 90.7535321821036 97.5 ok48.7721893491124 90.7535321821036 97.5 ok

52.6591973244147 90.7535321821036 97.5 ok61.0846153846154 90.7535321821036 97.5 ok63.8277389277389 90.7535321821036 97.5 ok57.7696661828737 90.7535321821036 97.5 ok63.1191142191142 90.7535321821036 97.5 ok55.9974358974359 90.7535321821036 97.5 ok66.725641025641 90.7535321821036 97.5 ok

69.0641025641026 90.7535321821036 97.5 ok46.9923076923077 90.7535321821036 97.5 ok84.7605128205128 90.7535321821036 97.5 ok82.2333333333334 90.7535321821036 97.5 ok

VERIFICACION DE ESFUERZO AXIAL MAXIMO Y MINIMO EN EL EJE X


6. PARAMETROS SISMICOS

CATEGORIA EDIFICIO FACTOR U

A 1.5B 1.3C 1.0D 0.6

ZONA SISMICA Z

1 0.152 0.303 0.40

TIPO DE SUELO S

S1 0.40 1S2 0.60 1.2S3 0.90 1.4S4 1.30 0.9

R Coef RegularR3 Acero, Arriostres en Cruz 6.000R2 Acero, Arriostres Excéntricos 6.500R1 Acero, Porticos Ductiles con Uniones Resistentes a Mo 9.500R8 Albañileria Armada o Confinada 3.000R6 Concreto Armado, de Muros Estructurales 6.000R5 Concreto Armado, Dual 7.000R4 Concreto Armado, Porticos 8.000R9 Madera (Por Esfuerzos Admisibles) 7.000R7 Muros de Ductilidad Limitada 4.000

estado R1 1.00 regular 2 0.75 irregular

ADICIONALESEc= 217370.651192842 kg/cm2Em= 32500 kg/cm2n= 5.11460355747863

TP (s)

7. ANALISIS SISMICO

PESO DE LA EDIFICACION-METRADO DE CARGAS Calculo de la cortante basal.Pesos:

P. Losa (Tn) P. Vigas (Tn) P. Muros (Tn) P. Acabados (Tn) S/C (Tn) CM CL CM+CL V=(ZUCS/R)*P (Tn) Hi (m) (CM+CL)*(Hi) % Fi (Tn) Vi1ERPISO 28.03 12.91 59.94 9.73 2.50 110.61 27.02 137.63

268.35

2.5 344.08 6.96 18.67 268.35

2DO PISO 28.03 12.91 59.94 9.73 2.50 110.61 27.02 137.63 5 688.17 13.92 37.34 249.68

3ER PISO 28.03 12.91 59.94 9.73 2.50 110.61 27.02 137.63 7.5 1032.25 20.87 56.02 212.34

4TOPISO 28.03 12.91 59.94 9.73 2.50 110.61 27.02 137.63 10 1376.34 27.83 74.69 156.32

AZOTEA 28.03 12.91 59.94 9.73 2.50 110.61 9.73 120.34 12.5 1504.30 30.42 81.63 81.63

670.88 4945.15

RIGIDEZ LATERAL DE MUROS DIRECCION X-X

Rigidez (X-X) Kxi/∑Kxi Corte Directocm cm H cm2 Kxi kg/cm2

(Vmi-x) KgMuro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %

1X soga 0.13 405.00 250 5265.00 1513 13.23 35.50

2X soga 0.13 260.00 250 3380.00 656 5.74 15.39

3X soga 0.13 315.00 250 4095.00 964 8.43 22.63

4X soga 0.13 190.00 250 2470.00 324 2.83 7.59

5X soga 0.13 130.00 250 1690.00 123 1.08 2.90

6X soga 0.13 230.00 250 2990.00 503 4.40 11.81

7X soga 0.13 380.00 250 4940.00 1357 11.87 31.85

8X soga 0.13 330.00 250 4290.00 1053 9.21 24.71

9X soga 0.13 265.00 250 3445.00 683 5.97 16.02

10X soga 0.13 330.00 250 4290.00 1053 9.21 24.71

11X soga 0.13 180.00 250 2340.00 284 2.48 6.66

12X soga 0.13 285.00 250 3705.00 792 6.93 18.60

13X soga 0.13 228.00 250 2964.00 493 4.31 11.58

14X soga 0.13 380.00 250 4940.00 1357 11.87 31.85

15X soga 0.13 150.00 250 1950.00 180 1.57 4.22

16X soga 0.13 120.00 250 1560.00 100 0.87 2.34

11436 268.35

CORTANTE BASAL: V= 268.35

RIGIDEZ LATERAL DE MUROS DIRECCION Y-Y

Rigidez (Y-Y) Kyi/∑Kyi Corte Directocm cm H cm2 Kyi kg/cm2

(Vmi-y) KgMuro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %

1Y soga 13 335.00 2.50 4355.00 18870265 5.52 14.812Y soga 13 235.00 2.50 3055.00 13236336 3.87 10.393Y soga 13 290.00 2.50 3770.00 16335048 4.78 12.824Y soga 13 445.00 2.50 5785.00 25067278 7.33 19.685Y soga 13 355.00 2.50 4615.00 19997011 5.85 15.706Y soga 13 268.00 2.50 3484.00 15095582 4.42 11.857Y soga 13 210.00 2.50 2730.00 11827765 3.46 9.288Y soga 13 165.00 2.50 2145.00 9292156 2.72 7.299Y soga 13 135.00 2.50 1755.00 7601524 2.22 5.97

10Y soga 13 290.00 2.50 3770.00 16335048 4.78 12.8211Y soga 13 200.00 2.50 2600.00 11264320 3.30 8.8412Y soga 13 304.00 2.50 3952.00 17123789 5.01 13.4413Y soga 13 244.00 2.50 3172.00 13743410 4.02 10.7914Y soga 13 275.00 2.50 3575.00 15489960 4.53 12.1615Y soga 13 215.00 2.50 2795.00 12109484 3.54 9.5116Y soga 13 175.00 2.50 2275.00 9855652 2.88 7.7417Y soga 13 335.00 2.50 4355.00 18870265 5.52 14.8118Y soga 13 381.00 2.50 4953.00 21461768 6.28 16.8519Y soga 13 144.00 2.50 1872.00 8108741 2.37 6.3720Y soga 13 235.00 2.50 3055.00 13236336 3.87 10.3921Y soga 13 370.00 2.50 4810.00 20842065 6.10 16.3622Y soga 13 195.00 2.50 2535.00 10982593 3.21 8.6223Y soga 13 268.00 2.50 3484.00 15095582 4.42 11.85

341841978 268.35

ANALISIS DE 1ER PISO TIPICO


RIGIDEZ LATERAL DE MUROS DIRECCION X-XRigidez (X-X) Kxi/∑Kxi Corte Directo

cm cm H cm2 Kxi kg/cm2(Vmi-x) Kg

Muro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %1X soga 0.13 405.00 250 5265.00 1513 13.23 33.032X soga 0.13 260.00 250 3380.00 656 5.74 14.323X soga 0.13 315.00 250 4095.00 964 8.43 21.064X soga 0.13 190.00 250 2470.00 324 2.83 7.065X soga 0.13 130.00 250 1690.00 123 1.08 2.706X soga 0.13 230.00 250 2990.00 503 4.40 10.987X soga 0.13 380.00 250 4940.00 1357 11.87 29.638X soga 0.13 330.00 250 4290.00 1053 9.21 22.999X soga 0.13 265.00 250 3445.00 683 5.97 14.91

10X soga 0.13 330.00 250 4290.00 1053 9.21 22.9911X soga 0.13 180.00 250 2340.00 284 2.48 6.2012X soga 0.13 285.00 250 3705.00 792 6.93 17.3013X soga 0.13 228.00 250 2964.00 493 4.31 10.7714X soga 0.13 380.00 250 4940.00 1357 11.87 29.6315X soga 0.13 150.00 250 1950.00 180 1.57 3.9216X soga 0.13 120.00 250 1560.00 100 0.87 2.17

11436 249.68CORTANTE BASAL: V= 249.68

RIGIDEZ LATERAL DE MUROS DIRECCION Y-YRigidez (Y-Y) Kyi/∑Kyi Corte Directo

cm cm H cm2 Kyi kg/cm2(Vmi-y) Kg

Muro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %1Y soga 13 335.00 2.50 4355.00 18870265 5.52 13.782Y soga 13 235.00 2.50 3055.00 13236336 3.87 9.673Y soga 13 290.00 2.50 3770.00 16335048 4.78 11.934Y soga 13 445.00 2.50 5785.00 25067278 7.33 18.315Y soga 13 355.00 2.50 4615.00 19997011 5.85 14.616Y soga 13 268.00 2.50 3484.00 15095582 4.42 11.037Y soga 13 210.00 2.50 2730.00 11827765 3.46 8.648Y soga 13 165.00 2.50 2145.00 9292156 2.72 6.799Y soga 13 135.00 2.50 1755.00 7601524 2.22 5.55


341841978 249.68

RIGIDEZ LATERAL DE MUROS DIRECCION X-XRigidez (X-X) Kxi/∑Kxi Corte Directo


Muro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %1X soga 0.13 405.00 250 5265.00 1513 13.23 28.092X soga 0.13 260.00 250 3380.00 656 5.74 12.183X soga 0.13 315.00 250 4095.00 964 8.43 17.914X soga 0.13 190.00 250 2470.00 324 2.83 6.015X soga 0.13 130.00 250 1690.00 123 1.08 2.296X soga 0.13 230.00 250 2990.00 503 4.40 9.347X soga 0.13 380.00 250 4940.00 1357 11.87 25.208X soga 0.13 330.00 250 4290.00 1053 9.21 19.559X soga 0.13 265.00 250 3445.00 683 5.97 12.68

10X soga 0.13 330.00 250 4290.00 1053 9.21 19.5511X soga 0.13 180.00 250 2340.00 284 2.48 5.2712X soga 0.13 285.00 250 3705.00 792 6.93 14.7113X soga 0.13 228.00 250 2964.00 493 4.31 9.1614X soga 0.13 380.00 250 4940.00 1357 11.87 25.20

ANALISIS DE 2DO PISO TIPICO

ANALISIS DE 2DO PISO TIPICO


15X soga 0.13 150.00 250 1950.00 180 1.57 3.3416X soga 0.13 120.00 250 1560.00 100 0.87 1.85

11436 212.34CORTANTE BASAL: V= 212.34

RIGIDEZ LATERAL DE MUROS DIRECCION Y-YRigidez (Y-Y) Kyi/∑Kyi Corte Directo

cm cm H cm2 Kyi kg/cm2(Vmi-y) Kg



341841978 212.34


Rigidez (X-X) Kxi/∑Kxi Corte Directocm cm H cm2 Kxi kg/cm2

(Vmi-x) KgMuro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %

1X soga 0.13 405.00 250 5265.00 1513 13.23 20.68

2X soga 0.13 260.00 250 3380.00 656 5.74 8.97

3X soga 0.13 315.00 250 4095.00 964 8.43 13.18

4X soga 0.13 190.00 250 2470.00 324 2.83 4.42

5X soga 0.13 130.00 250 1690.00 123 1.08 1.69

6X soga 0.13 230.00 250 2990.00 503 4.40 6.88

7X soga 0.13 380.00 250 4940.00 1357 11.87 18.55

8X soga 0.13 330.00 250 4290.00 1053 9.21 14.40

9X soga 0.13 265.00 250 3445.00 683 5.97 9.33

10X soga 0.13 330.00 250 4290.00 1053 9.21 14.40

11X soga 0.13 180.00 250 2340.00 284 2.48 3.88

12X soga 0.13 285.00 250 3705.00 792 6.93 10.83

13X soga 0.13 228.00 250 2964.00 493 4.31 6.74

14X soga 0.13 380.00 250 4940.00 1357 11.87 18.55

15X soga 0.13 150.00 250 1950.00 180 1.57 2.46

16X soga 0.13 120.00 250 1560.00 100 0.87 1.36

11436 156.32




ANALISIS DE 4TO PISO TIPICO



(Vmi-y) KgMuro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %

1Y soga 13 335.00 2.50 4355.00 18870265 5.52 8.632Y soga 13 235.00 2.50 3055.00 13236336 3.87 6.053Y soga 13 290.00 2.50 3770.00 16335048 4.78 7.474Y soga 13 445.00 2.50 5785.00 25067278 7.33 11.465Y soga 13 355.00 2.50 4615.00 19997011 5.85 9.146Y soga 13 268.00 2.50 3484.00 15095582 4.42 6.907Y soga 13 210.00 2.50 2730.00 11827765 3.46 5.418Y soga 13 165.00 2.50 2145.00 9292156 2.72 4.259Y soga 13 135.00 2.50 1755.00 7601524 2.22 3.48


341841978 156.32


Rigidez (X-X) Kxi/∑Kxi Corte Directo

ANALISIS DE AZOTEA


Muro Aporejo Espesor L (cm) Area de Muro (kg/cm2) %

1X soga 0.13 405.00 250 5265.00 1513 13.23 10.80

2X soga 0.13 260.00 250 3380.00 656 5.74 4.68

3X soga 0.13 315.00 250 4095.00 964 8.43 6.88

4X soga 0.13 190.00 250 2470.00 324 2.83 2.31

5X soga 0.13 130.00 250 1690.00 123 1.08 0.88

6X soga 0.13 230.00 250 2990.00 503 4.40 3.59

7X soga 0.13 380.00 250 4940.00 1357 11.87 9.69

8X soga 0.13 330.00 250 4290.00 1053 9.21 7.52

9X soga 0.13 265.00 250 3445.00 683 5.97 4.87

10X soga 0.13 330.00 250 4290.00 1053 9.21 7.52

11X soga 0.13 180.00 250 2340.00 284 2.48 2.03

12X soga 0.13 285.00 250 3705.00 792 6.93 5.66

13X soga 0.13 228.00 250 2964.00 493 4.31 3.52

14X soga 0.13 380.00 250 4940.00 1357 11.87 9.69

15X soga 0.13 150.00 250 1950.00 180 1.57 1.28

16X soga 0.13 120.00 250 1560.00 100 0.87 0.71

11436 81.63


ANALISIS DE 4TO PISO TIPICO



(Vmi-y) Kg

ANALISIS DE AZOTEA



341841978 81.63

HALANDO MOMENTO

Piso Pm (ton) f'm= Fy= t MOMENTO DE DISEÑO

1er Piso 268.35 0.65 4,200.00 0.13 75.612do Piso 249.68 0.65 4,200.00 0.13 70.353er Piso 212.34 0.65 4,200.00 0.13 59.834to Piso 156.32 0.65 4,200.00 0.13 44.055to Piso 81.63 0.65 4,200.00 0.13 23.00

8. ESPECTRO DE CARGAS EN EL SISMO SEGÚN NORMA

Categoria Edificio C U 1.0

Zona Sísmica 2 Z 0.30

Tipo de Suelo S2 Tp (s) 0.60

S 1.20

Coeficicente de red. Albañileria Armada o Confinada

R 3.0

EstructReg(1),Irreg(2) 2

R a usar = 2.250

factor a escalar 1.000

C T (s) C/R ZUCS/R

2.50 0.00 1.1111 0.4000

2.50 0.02 1.1111 0.4000

2.50 0.04 1.1111 0.4000

2.50 0.06 1.1111 0.4000

2.50 0.08 1.1111 0.4000

2.50 0.10 1.1111 0.4000

2.50 0.12 1.1111 0.4000

2.50 0.14 1.1111 0.4000

2.50 0.16 1.1111 0.4000

2.50 0.18 1.1111 0.4000

2.50 0.20 1.1111 0.4000

2.50 0.25 1.1111 0.4000

2.50 0.30 1.1111 0.4000

2.50 0.35 1.1111 0.4000

2.50 0.40 1.1111 0.4000

2.50 0.45 1.1111 0.4000

2.50 0.50 1.1111 0.4000

2.50 0.55 1.1111 0.4000

2.50 0.60 1.1111 0.4000

2.31 0.65 1.0256 0.3692

2.14 0.70 0.9524 0.3429

2.00 0.75 0.8889 0.3200

1.87 0.80 0.8333 0.3000

1.76 0.85 0.7843 0.2824

1.67 0.90 0.7407 0.2667

1.58 0.95 0.7018 0.2526

1.50 1.00 0.6667 0.2400

1.36 1.10 0.6061 0.2182

1.25 1.20 0.5556 0.2000

1.15 1.30 0.5128 0.1846

1.07 1.40 0.4762 0.1714

1.00 1.50 0.4444 0.1600

0.94 1.60 0.4167 0.1500

0.88 1.70 0.3922 0.1412

0.83 1.80 0.3704 0.1333

0.79 1.90 0.3509 0.1263

0.75 2.00 0.3333 0.1200

0.68 2.20 0.3030 0.1091

0.62 2.40 0.2778 0.1000

0.58 2.60 0.2564 0.0923

0.54 2.80 0.2381 0.0857

0.50 3.00 0.2222 0.0800

0.38 4.00 0.1667 0.0600

0.30 5.00 0.1333 0.0480

0.25 6.00 0.1111 0.0400

0.21 7.00 0.0952 0.0343

0.19 8.00 0.0833 0.0300

0.17 9.00 0.0741 0.0267

0.001.00

2.003.00

4.005.00

6.007.00

8.009.00

10.000.00

0.10

0.20

0.30

0.40

PERIODO T

ZUCS

/R

0.15 10.00 0.0667 0.0240

Documents

ALBAÑILERIA LISSETH.xlsx