calculos muros ultimo(1).xls

ALBAÑILERIA ESTRUCTURAL

TRABAJO GRUPAL

1. CALCULO DE LOS ESPESORES DE ACI 9.5.3.2* Sin Vigas de Borde

hf1 =2370

hf2 =3500 hf1 = 71.82 mm

33 33

hf2 = 106.06 mm

POR LO TANTO h = 130 mm Valor Asumido

2. ESPESOR DEL MURO RNE E-070 19

t =2300 t = 115 mm POR LO TANTO t = 130 mm

20

3. RELACION DE E-070 15.3

1 <17.98

< 4 m8.56 1 < 2 < 4 m

*. Norma Peruana E-070 17.f Lado mas largo < 25 m ### < ### m

4. DENSIDAD MINIMA DE LOS MUROS REFORZADOS EN CADA DIRECCION E-070 19.2.b

=∑L*t

≥ZUSN

56

LADO X-X LADO Y-Y

MURO Lxx(M) MURO Lxx(M)

X1 3.14 Y1 1.94X2 3.04 Y2 2.74X3 3.04 Y3 3.58X4 4.08 Y4 4.08X5 2.44 Y5 3.24X6 2.74 Y6 3.58X7 3.44 Y7 3.58X8 3.44 Y8 3.24X9 2.74 Y9 4.08

X10 2.44 Y10 3.58X11 4.08 Y11 2.74X12 3.04 Y12 1.94X13 3.04 Y13 4.08X14 3.14X15 2.54

Amuro

Aplanta Ap

t≥ h20

h f 1=ln 133

h f 2=l233

h≥125mm

1< LadoMasLargoLadoMasCorto

<4


TRABAJO GRUPAL

46.38 42.40

Z = 0.4 Ancash se encuentra Zona 3 Z = 0.4 ZUSN = 1.92 ZUSN= 0.032

U = 1 Edificaciones Comunes U = 1 60S = 1.2 Roca o Suelos Muy Rigidos S = 1.2 ZUSN = 1.92N = 4 Numero de Pisos N = 4 ZUSN

= 0.03260

LX = 17.98 = 154LX = 17.98 = 154

LY = 8.56 LY = 8.56=

=46.38 0.14

= 0.042 =42.40 0.14

= 0.039153.91 153.91

∑L*t≥

ZUSN0.042 ≥ 0.032

∑L*t≥

ZUSN0.039 ≥ 0.032

56 56Cumple la Condicion Cumple la Condicion

5. METRADO DE CARGAS* PESO DE CONCRETO

= 2.40E-05 N/mm3

* ACABADO

= 1.00E-03 N/mm2

* ALBAÑILERIA SOLIDA 0 0.14 0

= 1.80E-05 N/mm3

= 1.90E-05 N/mm3

= 1.90E-05 N/mm3 * 140 mm = 2.66E-03 N/mm2

* PARAPETROS Y TABIQUERIA

= 1.40E-05 N/mm3

= 1.40E-05 N/mm3 * 140 mm = 1.96E-03 N/mm2

* VENTANA

= 2.00E-04 N/mm2

* S/C

= 2.00E-03 N/mm2

* PARA EFECTOS SISMICOS S/C 25%

Aplanta Aplanta

Amuro Amuro Amuro Amuro

Aplanta Aplanta Aplanta Aplanta

Ap Ap

gc

gac

gal

gal

gal gal

gal

gal gal

gv

gslc


TRABAJO GRUPAL

= 5.00E-04 N/mm2

* CARGAS PROVENIENTES DE LA LOSA

= 2.40E-05 N/mm3

INCLUYENDO ESPESOR DE LOSA = 2.40E-05 N/mm3 * 130 mm = 3.12E-03 N/mm2

Sin S/C 25% S/C 75%s/c 100%s/cCONCRETO REFORZADO 3.12E-03 3.12E-03 3.12E-03 3.12E-03

ACABADO 1.00E-03 1.00E-03 1.00E-03 1.00E-03S/C(Para Efecto Sismico) 0.00E+00 5.00E-04 1.50E-03 2.00E-03

W = 4.12E-03 4.62E-03 5.62E-03 0.00E+00

CARGA P(N) X-X CON SIN S/C CARGA P(N) Y-Y CON SIN S/C

MURO A(mm2) P(N) MURO A(mm2) P(N)X1 2.10E+06 8.65E+03 Y1 2.25E+06 9.27E+03X2 5.41E+06 2.23E+04 Y2 3.43E+06 1.41E+04X3 7.10E+06 2.93E+04 Y3 7.45E+06 3.07E+04X4 3.61E+05 1.49E+03 Y4 8.17E+06 3.37E+04X5 2.88E+06 1.19E+04 Y5 5.61E+06 2.31E+04X6 6.10E+06 2.51E+04 Y6 4.43E+06 1.83E+04X7 2.98E+06 1.23E+04 Y7 4.43E+06 1.83E+04X8 2.98E+06 1.23E+04 Y8 5.61E+06 2.31E+04X9 6.10E+06 2.51E+04 Y9 8.17E+06 3.37E+04

X10 2.88E+06 1.19E+04 Y10 7.45E+06 3.07E+04X11 3.61E+05 1.49E+03 Y11 3.43E+06 1.41E+04X12 7.10E+06 2.93E+04 Y12 2.25E+06 9.27E+03X13 5.41E+06 2.23E+04 Y13 4.20E+06 1.73E+04X14 2.10E+06 8.65E+03X15 5.21E+06 2.15E+04

5.91E+07 2.43E+05 6.69E+07 2.76E+05

6. CALCULO DE LA CARGA TOTAL DEL PISO

Carga Vertical 25% de Sobre Carga

MURO Lx(mm) Yi(mm) Wx P(N) WiYiX1 3140 0.00E+00 3.80E+04 1.52E+05 3.46E-01 0.00E+00X2 3040 1.34E+03 4.48E+04 1.79E+05 4.21E-01 6.00E+07X3 3040 4.48E+03 5.26E+04 2.10E+05 4.94E-01 2.36E+08X4 4080 8.42E+03 2.90E+04 1.16E+05 2.03E-01 2.44E+08X5 2440 8.42E+03 4.80E-05 1.92E-04 5.62E-10 4.04E-01X6 2740 4.48E+03 4.63E+04 1.85E+05 4.82E-01 2.07E+08X7 3440 0.00E+00 3.07E+04 1.23E+05 2.55E-01 0.00E+00X8 3440 0.00E+00 3.07E+04 1.23E+05 2.55E-01 0.00E+00X9 2740 4.48E+03 4.63E+04 1.85E+05 4.82E-01 2.07E+08

X10 2440 8.42E+03 4.80E-05 1.92E-04 5.62E-10 4.04E-01X11 4080 8.42E+03 2.90E+04 1.16E+05 2.03E-01 2.44E+08

gslc

gc

gc

σ(MPA)


TRABAJO GRUPAL

X12 3040 4.48E+03 5.26E+04 2.10E+05 4.94E-01 2.36E+08X13 3040 1.34E+03 4.48E+04 1.79E+05 4.21E-01 6.00E+07X14 3140 0.00E+00 3.80E+04 1.52E+05 3.46E-01 0.00E+00X15 2540 4.48E+03 4.80E-05 1.92E-04 5.40E-10 2.15E-01

4.83E+05 1.49E+09

* CARGAS PARA X1 - X14 CON 25 % S/C

PLM = A1*25% S/CPS = L*(t+10+10)*(200+130)* Peso Especifico del Concreto

PEC = (t+10+10)*Espesor de la Losa*h*Peso Especifico del Concreto*2PMP = longitud sin columnas*altura*2.66E-3

PT = mitad de la ventana*alturadel piso a la ventana*1.96E-3

PARA CASO DE 0 % DE SOBRE CARGAPLM = 2.10E+06 * 4.12E-03 = 8.65E+03

PS = 3360 * 160 * 330 * 2.40E-05 = 4.26E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 400 * 900 * 1.96E-03 = 7.06E+02

Wx = 3.69E+04


PS = 3360 * 160 * 330 * 2.40E-05 = 4.26E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 400 * 900 * 1.96E-03 = 7.06E+02

Wx = 3.80E+04


PS = 3360 * 160 * 330 * 2.40E-05 = 4.26E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 400 * 900 * 1.96E-03 = 7.06E+02

Wx = 4.01E+04

PARA CASO DE 100 % DE SOBRE CARGAPLM = 2.10E+06 * 0.00E+00 = 0.00E+00

PS = 3360 * 160 * 330 * 2.40E-05 = 4.26E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 400 * 900 * 1.96E-03 = 7.06E+02

Wx = 2.83E+04

* CARGAS PARA X2 - X13 CON 25 % S/C

PARA CASO DE 0 % DE SOBRE CARGA


TRABAJO GRUPAL

PLM = 5.41E+06 * 4.12E-03 = 2.23E+04PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wx = 4.21E+04


PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.48E+04

PARA CASO DE 75 % DE SOBRE CARGAPLM = 5.41E+06 * 0.00562 = 3.04E+04

PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 5.02E+04


PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 1.98E+04CARGAS PARA X3 - X12 CON 25 % S/C


PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.91E+04PARA CASO DE 25 % DE SOBRE CARGA

PLM = 7.10E+06 * 0.005 = 3.28E+04PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wx = 5.26E+04



TRABAJO GRUPAL

PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 7.10E+06 * 0.00 = 0.00E+00PS = 3040 * 160 * 330 * 2.40E-05 = 3.85E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2480 * 2100 * 2.66E-03 = 1.39E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wx = 1.98E+04

CARGAS PARA X4 - X11 CON 25 % S/C


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 2.88E+04


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 2.90E+04


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.80E-05


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.80E-05




TRABAJO GRUPAL

PLM = 2.88E+06 * 0.00 = 1.19E+04PS = 4840 * 160 * 330 * 2.40E-05 = 6.13E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04

PT = 600 * 900 * 1.96E-03 = 1.06E+03Wx = 4.80E-05


PS = 4840 * 160 * 330 * 2.40E-05 = 6.13E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wx = 4.80E-05


PS = 4840 * 160 * 330 * 2.40E-05 = 6.13E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wx = 4.80E-05


PS = 4840 * 160 * 330 * 2.40E-05 = 6.13E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3590 * 2100 * 2.66E-03 = 2.01E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wx = 2.93E+04



PS = 2740 * 160 * 330 * 2.40E-05 = 3.47E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2240 * 2100 * 2.66E-03 = 1.25E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.32E+04


PS = 2740 * 160 * 330 * 2.40E-05 = 3.47E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2240 * 2100 * 2.66E-03 = 1.25E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.63E+04


TRABAJO GRUPAL


PS = 2740 * 160 * 330 * 2.40E-05 = 3.47E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2240 * 2100 * 2.66E-03 = 1.25E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 5.24E+04


PS = 2740 * 160 * 330 * 2.40E-05 = 3.47E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2240 * 2100 * 2.66E-03 = 1.25E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 4.80E-05



PS = 3440 * 160 * 330 * 2.40E-05 = 4.36E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 1880 * 2100 * 2.66E-03 = 1.05E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 2.92E+04


PS = 3440 * 160 * 330 * 2.40E-05 = 4.36E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 1880 * 2100 * 2.66E-03 = 1.05E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 3.07E+04


PS = 3440 * 160 * 330 * 2.40E-05 = 4.36E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 1880 * 2100 * 2.66E-03 = 1.05E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 3.37E+04


PS = 3440 * 160 * 330 * 2.40E-05 = 4.36E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 1880 * 2100 * 2.66E-03 = 1.05E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 1.70E+04


TRABAJO GRUPAL

CARGAS PARA X15 CON 25 % S/C


PS = 2540 * 160 * 330 * 2.40E-05 = 3.22E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2390 * 2100 * 2.66E-03 = 1.34E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 5.21E+06 * 0.00 = 2.41E+04PS = 2540 * 160 * 330 * 2.40E-05 = 3.22E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2390 * 2100 * 2.66E-03 = 1.34E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wx = 4.80E-05


PS = 2540 * 160 * 330 * 2.40E-05 = 3.22E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2390 * 2100 * 2.66E-03 = 1.34E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 5.21E+06 * 0.00 = 0.00E+00PS = 2540 * 160 * 330 * 2.40E-05 = 3.22E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2390 * 2100 * 2.66E-03 = 1.34E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wx = 1.87E+04

Carga Vertical 25% de Sobre Carga ANALIZAMOS EJE Y - Y

MURO Ly(mm) Xi(mm) Wy P(N) WiXi MURO A(mm2)

Y1 1940 0 3.60E+04 1.44E+05 5.30E-01 0.00E+00 Y1 2.25E+06Y2 2740 0 4.69E+04 1.88E+05 4.89E-01 0.00E+00 Y2 3.43E+06Y3 3580 3940 6.03E+04 2.41E+05 4.81E-01 2.37E+08 Y3 7.45E+06Y4 4080 394 6.55E+04 2.62E+05 4.58E-01 2.58E+07 Y4 8.17E+06Y5 3240 7580 4.71E+04 1.88E+05 4.15E-01 3.57E+08 Y5 5.61E+06Y6 3580 7580 4.40E+04 1.76E+05 3.51E-01 3.33E+08 Y6 4.43E+06Y7 3580 10260 4.40E+04 1.76E+05 3.51E-01 4.51E+08 Y7 4.43E+06Y8 3240 10260 4.71E+04 1.88E+05 4.15E-01 4.83E+08 Y8 5.61E+06Y9 4080 13900 6.55E+04 2.62E+05 4.58E-01 9.10E+08 Y9 8.17E+06

Y10 3580 13900 6.03E+04 2.41E+05 4.81E-01 8.38E+08 Y10 7.45E+06Y11 2740 17840 4.69E+04 1.88E+05 4.89E-01 8.37E+08 Y11 3.43E+06Y12 1940 17840 3.60E+04 1.44E+05 5.30E-01 6.42E+08 Y12 2.25E+06Y13 4080 8920 4.63E+04 1.85E+05 3.24E-01 4.13E+08 Y13 4.20E+06

σ(MPA)


TRABAJO GRUPAL

6.46E+05 5.53E+09 6.69E+07

CARGAS PARA Y1 - Y12 CON 25 % S/C

PLM = A1*25% S/CPS = L*(t+10+10)*(200+130)* Peso Especifico del Concreto

PEC = (t+10+10)*Espesor de la Losa*h*Peso Especifico del Concreto*2PMP = longitud sin columnas*altura*2.66E-3

PT = mitad de la ventana*alturadel piso a la ventana*1.96E-3


PS = 4480 * 160 * 330 * 2.40E-05 = 5.68E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3000 * 2100 * 2.66E-03 = 1.68E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03Wy = 3.49E+04


PS = 4480 * 160 * 330 * 2.40E-05 = 5.68E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3000 * 2100 * 2.66E-03 = 1.68E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wy = 3.60E+04


PS = 4480 * 160 * 330 * 2.40E-05 = 5.68E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3000 * 2100 * 2.66E-03 = 1.68E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wy = 3.82E+04


PS = 4480 * 160 * 330 * 2.40E-05 = 5.68E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3000 * 2100 * 2.66E-03 = 1.68E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wy = 2.56E+04

* CARGAS PARA Y2 - Y11 CON 25 % S/C


PS = 5280 * 160 * 330 * 2.40E-05 = 6.69E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03


TRABAJO GRUPAL

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wy = 4.52E+04


PS = 5280 * 160 * 330 * 2.40E-05 = 6.69E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03Wy = 4.69E+04


PS = 5280 * 160 * 330 * 2.40E-05 = 6.69E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 4.93E+04


PS = 5280 * 160 * 330 * 2.40E-05 = 6.69E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3800 * 2100 * 2.66E-03 = 2.12E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wx = 3.00E+04

* CARGAS PARA Y3 - Y10 CON 25 % S/C


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3440 * 2100 * 2.66E-03 = 1.92E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 5.65E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3440 * 2100 * 2.66E-03 = 1.92E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 6.03E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03


TRABAJO GRUPAL

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3440 * 2100 * 2.66E-03 = 1.92E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 6.77E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3440 * 2100 * 2.66E-03 = 1.92E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 2.58E+04



PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3660 * 2100 * 2.66E-03 = 2.04E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 6.14E+04PARA CASO DE 25 % DE SOBRE CARGA

PLM = 8.17E+06 * 0.00 = 3.77E+04PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3660 * 2100 * 2.66E-03 = 2.04E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 6.55E+04


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3660 * 2100 * 2.66E-03 = 2.04E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 7.36E+04


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3660 * 2100 * 2.66E-03 = 2.04E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 2.77E+04

* CARGAS PARAY5 - Y8 CON 25 % S/C



TRABAJO GRUPAL

PLM = 5.61E+06 * 0.00 = 2.31E+04PS = 3240 * 160 * 330 * 2.40E-05 = 4.11E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2680 * 2100 * 2.66E-03 = 1.50E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 4.43E+04


PS = 3240 * 160 * 330 * 2.40E-05 = 4.11E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2680 * 2100 * 2.66E-03 = 1.50E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 5.61E+06 * 0.01 = 3.15E+04PS = 3240 * 160 * 330 * 2.40E-05 = 4.11E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 2680 * 2100 * 2.66E-03 = 1.50E+04

PT = 600 * 900 * 1.96E-03 = 1.06E+03Wy = 5.38E+04


PS = 3240 * 160 * 330 * 2.40E-05 = 4.11E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 2680 * 2100 * 2.66E-03 = 1.50E+04PT = 600 * 900 * 1.96E-03 = 1.06E+03

Wy = 2.22E+04



PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3020 * 2100 * 2.66E-03 = 1.69E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 4.18E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3020 * 2100 * 2.66E-03 = 1.69E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 4.40E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03


TRABAJO GRUPAL

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3020 * 2100 * 2.66E-03 = 1.69E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 4.84E+04


PS = 3580 * 160 * 330 * 2.40E-05 = 4.54E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3020 * 2100 * 2.66E-03 = 1.69E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00

Wy = 2.35E+04

CARGAS PARA Y13 CON 25 % S/C


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3520 * 2100 * 2.66E-03 = 1.97E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 4.20E+06 * 0.00 = 1.94E+04PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3520 * 2100 * 2.66E-03 = 1.97E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 4.63E+04


PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03

PMP = 3520 * 2100 * 2.66E-03 = 1.97E+04PT = 0 * 900 * 1.96E-03 = 0.00E+00


PLM = 4.20E+06 * 0.00 = 0.00E+00PS = 4080 * 160 * 330 * 2.40E-05 = 5.17E+03

PEC = 160 * 130 * 2100 * 2.40E-05 * 2 = 2.10E+03PMP = 3520 * 2100 * 2.66E-03 = 1.97E+04

PT = 0 * 900 * 1.96E-03 = 0.00E+00Wy = 2.69E+04

CALCULO DE CENTRO DE GRAVEDAD Y

Ly = ###=

8560- 3095 = 1185 mm

2Y CG=

∑Wi∗Yi

∑WiLy2

−YCG


TRABAJO GRUPAL

ΣWiYi= 1.49E+09 Σwi= 482732.64 YCG= 3095.03 mm

CALCULO DE CENTRO DE GRAVEDAD X

LX = ###=

17980- 8561 = 429 mm

2

ΣWiXi= 5.53E+09 Σwi= 645713.47 YCG= 8560.54 mm

ESCALERAPeso de la Losa 1200 * 2680 * 4.62E-03 = 1.49E+04

Losa de la Escalera 2650 * 2050 * 5.10E-03 = 2.77E+04

Wescalera = 4.26E+04 N

PARA 4 PISOS We 4.26E+04 * 4 = 1.70E+05 N

7. CALCULO DE LAS CARGAS

NIVEL CM CV TOTAL4 1.16E+06 3.10E+04 1.19E+06

H =ZUSC*P

3 1.16E+06 6.21E+04 1.22E+06 R2 1.16E+06 6.21E+04 1.22E+061 1.16E+06 6.21E+04 1.22E+06 H = 1.95E+06 N

4.87E+06

8. VERFICACION DE LA RESISTENCIA ADMISIBLE DEL LADRILLO

MURO σ(MPA) MURO σ(MPA)X1 0.26 Y1 0.53X2 0.42 Y2 0.49X3 0.49 Y3 0.48X4 0.20 Y4 0.46X5 0.50 Y5 0.42X6 0.48 Y6 0.35X7 0.26 Y7 0.35X8 0.26 Y8 0.42X9 0.48 Y9 0.46

X10 0.50 Y10 0.48X11 0.20 Y11 0.49X12 0.49 Y12 0.53X13 0.42 Y13 0.32X14 0.26X15 0.48

ANALIZAMOS X5-X10 X5-X10 = 0.50

PX5 = Area Tributaria*Sobre Carga 75%*4 + Carga Permanente*4

PX5 = 2.44E+06 * 2.00E-03 * 4 + 2.50E+04 * 4

X CG=∑Wi∗Xi

∑WiLx2

−XCG


TRABAJO GRUPAL

PX = 1.20E+05 N Pm = PX5

Pm=

1.20E+05= 0.35

RNE 19.1.b t*L 3.42E+05

Pm= 0.35

t*L fm= 3.4 MPA

= 1 0.15*fm = 0.51

0

0.35 £ 0.51 £ 0.51 CUMPLE CON LA CONDICION DEL PROBLEMA

Pm³ 0.05*fm

0 3 Pm= 0.35

0.05*fm = 0.17 Pm³ 0.05*fm

t*L t*L t*L### ###

0.35 ³ 0.17 CUMPLE CON LA CONDICION

9. CALCULO DE RIGIDEZHALLAMOS MURO EQUIVALENTE Datos Iniciales

t = 140 mmEa =500*fm fm = 3 MPA h = 2450 mm Ea = 1700 MPA

fy = 420 MPAGa = 0.4*Ea fc = ### MPA Ga = 680 MPA

n =Ec Ec = 21538.1 MPA n = 12.67Ea

nt = 12.67 * 140 nt = 1773.73 mm nt = 1800 mm

MURO A(mm2) f I(mm4) Ki(N/mm) Yi(mm) Ri(mm) V2i(N) V1i(N) Vt(N) Ki*Yi(N) Ki*Ri2X1 2E+06 4.29 8E+12 1.33E+05 0 4.0E+03 9.8E+04 1.66E+05 3E+05 0E+00 2E+12X2 2E+06 4.29 3E+12 8.82E+04 1270 2.7E+03 4.4E+04 1.10E+05 2E+05 1E+08 6E+11X3 2E+06 5.50 3E+12 8.83E+04 4480 -5.1E+02 -8.4E+03 1.10E+05 1E+05 4E+08 2E+10X4 2E+06 4.16 7E+12 1.32E+05 8420 -4.5E+03 -1.1E+05 1.64E+05 6E+04 1E+09 3E+12X5 2E+06 3.24 2E+12 1.12E+05 8420 -4.5E+03 -9.3E+04 1.40E+05 5E+04 9E+08 2E+12X6 2E+06 3.34 2E+12 1.18E+05 4480 -5.1E+02 -1.1E+04 1.47E+05 1E+05 5E+08 3E+10X7 1E+06 2.53 1E+12 1.08E+05 0 4.0E+03 7.9E+04 1.35E+05 2E+05 0E+00 2E+12X8 1E+06 2.53 1E+12 1.08E+05 0 4.0E+03 7.9E+04 1.35E+05 2E+05 0E+00 2E+12X9 2E+06 3.34 2E+12 1.18E+05 4480 -5.1E+02 -1.1E+04 1.47E+05 1E+05 5E+08 3E+10

X10 2E+06 3.24 2E+12 1.12E+05 8420 -4.5E+03 -9.3E+04 1.40E+05 5E+04 9E+08 2E+12X11 2E+06 4.16 7E+12 1.32E+05 8420 -4.5E+03 -1.1E+05 1.64E+05 6E+04 1E+09 3E+12X12 2E+06 5.50 3E+12 8.83E+04 4480 -5.1E+02 -8.4E+03 1.10E+05 1E+05 4E+08 2E+10X13 2E+06 4.29 3E+12 8.82E+04 1270 2.7E+03 4.4E+04 1.10E+05 2E+05 1E+08 6E+11

σm=Pm

t∗L≤0 .2∗f m

, ∗[1−( h35∗t )

2]≤0 .15∗f m,

0 .2∗f m, ∗[1−( h

35∗t )2]

σm=Pm

t∗L≤0 .2∗f m

, ∗[1−( h35∗t )

2]≤0 .15∗f m,

Ec=4700√ f c,


TRABAJO GRUPAL

X14 2E+06 4.29 8E+12 1.33E+05 0 4.0E+03 9.8E+04 1.66E+05 3E+05 0E+00 2E+124.0E+03 0.0E+00 0.00E+00 0E+00 0E+00 0E+00

1.56E+06 6E+09 2E+13

XCR = Σ(KixXi)/Σki = 3.97E+03

CENTRO DE GRAVEDA MURO X1 -X14

Y =ΣYA

Y =4.36 X Y(m) A(m2) AY

ΣA 2.16 Y = 2.02 1 4.01 0.504 2.0212 4.08 0.252 1.0283 4.08 0.035 0.143

AREA = 2.16E+06 4 0.14 0.504 0.0715 0.14 0.252 0.035

FACTOR DE FORMA = 2.16E+06 6 0.14 0.105 0.015140 * 3590 f = 4.29 7 2.08 0.503 1.046

2.155 4.359

MOMENTO DE INERCIA

Ixx = 3.29E+09 + 1.78E+12 + 4.12E+08 + 8.91E+11 + 1.72E+08 + 3.71E+11

3.59

1.80 1.800.25

0.14

0.28

0.28

1.80 1.80 0.75

1 2 3

4 5 6

Para muro X1 - X14

7

2.021.

74

1.81

1.85


TRABAJO GRUPAL

8.2E+08 + 3.3E+09 + 2.00E+12 + 4.12E+08 + 1.1E+12 + 5.72E+07 + 2.14E+12

Ixx = 8.26E+12 mm4

RIGIDEZ LATERAL

Kxx = 1.33E+05 N/mm


Y = ΣYA Y = 2.17 X Y(m) A(m2) AYΣA 1.86 Y = 1.16 1 0.07 0.252 0.018

2 0.14 0.504 0.071AR = 1.86E+06 3 0.07 0.252 0.018

4 3.04 0.504 1.532FACTOR DE FORMA = 1.86E+06 5 1.52 0.347 0.527

140 * 2480 6f = 5.35 7

1.859 2.165

MOMENTO DE INERCIA

Ixx = 4.12E+08 + 2.99E+11 + 3.29E+09 + 8.5176E+11 + 4.12E+08 + 2.99E+11 +

123

4

5

1.80 1.80 1.80

0.28

Para muro X2 - X13

2.48

1.16 1.02

1.60

1.80

0.14

Kxx= Eah3

3∗I+ f∗h∗Ea/Ga

A

Xcr=∑ (Ki∗Xi )

∑ (Ki )Ri=Xcr−Xi

V 2 i=Ki∗Ri∗MtRt

Mt=V∗eRt=∑ (Ki∗Ri2 )

V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

5.67E+08 + 3.29E+09 + 1.53E+12

Ixx = 2.98E+12 mm4

RIGIDEZ LATERAL

Kxx = 8.82E+04 N/mm



2 0.14 0.504 0.071ARE= 1.91E+06 3 0.07 0.252 0.018

4 3.04 0.504 1.532FACTOR DE FORMA = 1.91E+06 5 1.52 0.347 0.527

140 * 2480 f = 5.50 6 0.07 0.051 0.0047

1.91 2.17

MOMENTO DE INERCIAIxx = 4.1E+08 + 3.0E+11 + 3.3E+09 + 8.5E+11 + 4.1E+08 + 3.0E+11 + 5.7E+08 +

3.3E+09 + 1.5E+12 + 2.5E+08 + 6.0E+10Ixx = 3.05E+12 mm4

RIGIDEZ LATERAL

123

4

5

1.80 1.80 1.80

0.28

Para muro X3 - X12

2.48

1.16 1.02

1.60

1.80

6

0.36

Kxx= Eah3

3∗I+ f∗h∗Ea /Ga

A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

Kxx = 8.83E+04 N/mm

CENTRO DE GRAVEDA MURO X4 -X11X Y(m) A(m2) AY

Y =ΣYA

Y =4.55 1 0.14 0.504 0.071

ΣA 2.09 Y = 2.18 2 0.07 0.126 0.0093 0.07 0.077 0.005

AREA = 2.09E+06 4 2.08 0.503 1.0465 4.01 0.504 2.021

FACTOR DE FORMA = 2.09E+06 6 3.73 0.252 0.94140 * 3590 7 3.73 0.123 0.459

f = 4.16 2.089 4.551

MOMENTO DE INERCIA

Ixx = 3.3E+09 + 2.2E+12 + 4.1E+08 + 1.1E+12 + 1.7E+08 + 3.7E+11 + 5.1E+10 +3.3E+09 + 1.7E+12 + 4.1E+08 + 8.4E+11 + 2.0E+08 + 4.1E+11

Ixx = 6.74E+12 mm4

1 2 3

4

5 6 7

1.80 1.80 0.55

3.59

1.80 1.80 0.88

Para muro X4 - X11

1.90

2.04

1.69 1.76

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

RIGIDEZ LATERAL

Kxx 1.32E+05 N/mm


Y =ΣYA

Y =2.43 X Y(m) A(m2) AY

ΣA 1.63 Y = 1.49 1 0.14 0.504 0.0712 2.37 0.504 1.194

AREA = 1.63E+06 3 2.37 0.251 0.5954 1.26 0.273 0.344

FACTOR DE FORMA = 1.63E+06 f = 3.24 5 2.37 0.094 0.223140 * 3590 6

71.626 2.427


1.5E+08 + 7.3E+10Ixx = 1.67E+12 mm4

1.95

1

4

2 3 5

Para muro X5 - X10

1.80

1.80 1.79 0.67

0.28

1.21

0.74 0.81

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

RIGIDEZ LATERAL

Kxx = 1.12E+05 N/mm


Y =ΣYA

Y =2.77 X Y(m) A(m2) AY

ΣA 1.68 Y = 1.65 1 0.14 0.504 0.0712 2.62 0.504 1.32

AREA = 1.68E+06 3 2.62 0.252 0.664 1.4 0.314 0.44

FACTOR DE FORMA = 1.68E+06 f = 3.34 5 2.62 0.106 0.278140 * 3590 6

71.68 2.769

MOMENTO DE INERCIAIxx = 3.29E+09 + 1.1E+12 + 3.3E+09 + 5.1E+11 + + 2.6E+11 + 1.3E+11 + 1.7E+08 +

1.1E+11 + 4.1E+08

Ixx 2.17E+12 mm4

1

4

2 3 5

Para muro X6 - X9

1.80

1.80 1.80 0.76

2.24

0.28

1.37

0.87 0.94

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

RIGIDEZ LATERAL

Kxx 1.18E+05 N/mm


Y =ΣYA

Y =ΣYA

Y =1.55 X Y(m) A(m2) AY

ΣA ΣA 1.27 Y = 1.22 1 0.14 0.504 0.0712 2.3 0.504 1.159

ARE= 1.27E+06 3 1.22 0.263 0.3214

FACTOR DE FORMA = 1.27E+06 5140 * 3590 f = 2.53 6

71.271 1.551

MOMENTO DE INERCIAIxx 3.3E+09 + 5.9E+11 + 3.3E+09 + 5.9E+11 + 7.8E+10 + 1.7E+08 + 1.1E+11

Ixx = 1.37E+12 mm4

RIGIDEZ LATERAL

1

3

2

Para muro X7 - X8

1.80

1.88

1.80

0.94

0.94

Kxx= Eah3


AXcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL

Kxx 1.08E+05 N/mm

*. HALLAMOS MURO EQUIVALENTE Datos Inicialest = 140 mm

Ea = 500*fm fm = 3.4 MPA Ea = 1700 MPA h = 2450 mmfy = 420 MPA

Ga = 0.4*Ea Ga = 680 MPAn =

Ec n = 12.67 fc = 21 MPAEa

Ec = 21538.11 MPA

nt = 12.67 * 140 nt = 1773.73 mm nt = 1800 mm

MUROA(mm2) f I(mm4) Ki(N/mm) Xi(mm Ri(mm) V2i(N) V1i(N) Vt(N) Ki*Yi(N) Ki*Ri2Y1 2.2E+06 4.3 8.3E+12 1.3E+05 0 4.0E+03 9.8E+04 1.7E+05 2.6E+05 0.0E+00 2.1E+12Y2 1.9E+06 4.3 3.0E+12 8.8E+04 1270 2.7E+03 4.4E+04 1.1E+05 1.5E+05 1.1E+08 6.4E+11Y3 2.2E+06 5.5 3.0E+12 8.8E+04 4480 -5.1E+02 -8.4E+03 1.1E+05 1.0E+05 4.0E+08 2.3E+10Y4 2.1E+06 4.2 6.7E+12 1.3E+05 8420 -4.5E+03 -1.1E+05 1.6E+05 5.6E+04 1.1E+09 2.6E+12Y5 1.6E+06 3.2 1.7E+12 1.1E+05 8420 -4.5E+03 -9.3E+04 1.4E+05 4.7E+04 9.5E+08 2.2E+12Y6 1.7E+06 3.3 2.2E+12 1.2E+05 4480 -5.1E+02 -1.1E+04 1.5E+05 1.4E+05 5.3E+08 3.1E+10Y7 1.7E+06 3.2 2.2E+12 1.2E+05 0 4.0E+03 8.7E+04 1.5E+05 2.3E+05 0.0E+00 1.9E+12Y8 1.7E+06 3.2 2.2E+12 1.2E+05 0 4.0E+03 8.7E+04 1.5E+05 2.3E+05 0.0E+00 1.9E+12Y9 1.7E+06 3.3 2.2E+12 1.2E+05 4480 -5.1E+02 -1.1E+04 1.5E+05 1.4E+05 5.3E+08 3.1E+10

Y10 1.6E+06 3.2 1.7E+12 1.1E+05 8420 -4.5E+03 -9.3E+04 1.4E+05 4.7E+04 9.5E+08 2.2E+12Y11 2.1E+06 4.2 6.7E+12 1.3E+05 8420 -4.5E+03 -1.1E+05 1.6E+05 5.6E+04 1.1E+09 2.6E+12Y12 2.2E+06 5.5 3.0E+12 8.8E+04 4480 -5.1E+02 -8.4E+03 1.1E+05 1.0E+05 4.0E+08 2.3E+10

1.4E+06 6.1E+09 0.0E+00XCR = Σ(KixXi)/Σki = 4.47E+03

CENTRO DE GRAVEDA MURO Y1 -Y12


2 4.08 0.252 1.028AREA = 2.16E+06 3 4.08 0.035 0.143

4 0.14 0.504 0.071FACTOR DE FORMA = 2.16E+06 5 0.14 0.252 0.035

140 * 3590 f = 4.29 6 0.14 0.105 0.0157 2.08 0.503 1.046

2.155 4.359

3.59

1.80 1.800.25

0.14

0.28

0.28

1.80 1.80 0.75

1 2 3

4 5 6

Para muro Y1-Y12

7

2.021.

74

1.81

1.85

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )

Ec=4700√ f c,


TRABAJO GRUPAL


3.29E+09 + 2.0E+12 + 4.1E+08 + 1.1E+12 + 5.7E+07 + 2.1E+12

Ixx = 8.26E+12 mm4

RIGIDEZ LATERAL

Kxx = 1.33E+05 N/mm

CENTRO DE GRAVEDA MURO Y2-Y11 X Y(m) A(m2) AY

Y =ΣYA

Y =2.17 1 0.07 0.252 0.018

ΣA 1.86 Y = 1.16 2 0.14 0.504 0.0713 0.07 0.252 0.018

AREA = 1.86E+06 4 3.04 0.504 1.5325 1.52 0.347 0.527

FACTOR DE FORMA = 1.86E+06 6140 * 2480 f = 5.35 7

1.859 2.165

3.59

1.80 1.800.25

0.14

0.28

0.28

1.80 1.80 0.75

1 2 3

4 5 6

Para muro Y1-Y12

7

2.021.

74

1.81

1.85

123

4

5

1.80 1.80 1.80

0.28

Para muro Y2-Y11

2.48

1.16 1.02

1.60

1.80

0.14

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL


3.29E+09 + 1.5E+12

Ixx = 2.98E+12 mm4

RIGIDEZ LATERAL

Kxx = 8.82E+04 N/mm

CENTRO DE GRAVEDA MURO Y3-Y10


2 0.14 0.504 0.071AREA = 1.91E+06 3 0.07 0.252 0.018

4 3.04 0.504 1.532FACTOR DE FORMA = 1.91E+06 5 1.52 0.347 0.527

140 * 2480 f = 5.50 6 0.07 0.051 0.0047

1.91 2.169

123

4

5

1.80 1.80 1.80

0.28

Para muro Y2-Y11

2.48

1.16 1.02

1.60

1.80

0.14

123

4

5

1.80 1.80 1.80

0.28

Para muro Y3-Y10

2.48

1.16 1.02

1.60

1.80

6

0.36

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL


3.29E+09 + 1.5E+12 + 2.5E+08 + 6.0E+10

Ixx = 3.05E+12 mm4

RIGIDEZ LATERAL

Kxx = 8.83E+04 N/mm



2 0.07 0.126 0.009AREA = 2.09E+06 3 0.07 0.077 0.005

4 2.08 0.503 1.046FACTOR DE FORMA = 2.09E+06 5 4.01 0.504 2.021

140 * 3590 f = 4.16 6 3.73 0.252 0.947 3.73 0.123 0.459

2.089 4.551

KiVKiV

RiKiRt

eVMt

*1

*

*2

123

4

5

1.80 1.80 1.80

0.28

Para muro Y3-Y10

2.48

1.16 1.02

1.60

1.80

6

0.36

1 2 3

4

5 6 7

1.80 1.80 0.55

3.59

1.80 1.80 0.88

Para muro Y4-Y9

1.90

2.04

1.69 1.76

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




TRABAJO GRUPAL


3.29E+09 + 1.7E+12 + 4.1E+08 + 8.4E+11 + 2.0E+08 + 4.1E+11

Ixx = 6.74E+12 mm4

RIGIDEZ LATERAL

Kxx = 1.32E+05 N/mm



2 2.37 0.504 1.194AREA = 1.63E+06 3 2.37 0.251 0.595

4 1.26 0.273 0.344FACTOR DE FORMA = 1.63E+06 5 2.37 0.094 0.223

140 * 3590 f = 3.24 67

1.626 2.427

1 2 3

4

5 6 7

1.80 1.80 0.55

3.59

1.80 1.80 0.88

Para muro Y4-Y9

1.90

2.04

1.69 1.76

1.95

1

4

2 3 5

Para muro Y5-Y8

1.80

1.80 1.79 0.67

0.28

1.21

0.74 0.81

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL


1.53E+08 + 7.3E+10

Ixx = 1.67E+12 mm4

RIGIDEZ LATERAL

Kxx = 1.12E+05 N/mm



2 2.62 0.504 1.32AREA = 1.68E+06 3 2.62 0.252 0.66

4 1.4 0.314 0.44FACTOR DE FORMA = 1.68E+06 5 2.62 0.106 0.278

140 * 3590 f = 3.34 67

1.68 2.769

1.95

1

4

2 3 5

Para muro Y5-Y8

1.80

1.80 1.79 0.67

0.28

1.21

0.74 0.81

1

4

2 3 5

Para muro Y6-Y7

1.80

1.80 1.80 0.76

2.24

0.28

1.37

0.87 0.94

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )


TRABAJO GRUPAL


1.74E+08 + 1.1E+11

Ixx = 2.17E+12 mm4

RIGIDEZ LATERAL

Kxx = 1.18E+05 N/mm

1

4

2 3 5

Para muro Y6-Y7

1.80

1.80 1.80 0.76

2.24

0.28

1.37

0.87 0.94

Kxx= Eah3


A

Xcr=∑ (Ki∗Xi )




V 1i=K∗V∑ (Ki )

* ANALISAMOS LA CORTANTE MAXIMA (Que se encuentra X1 - x14)

X1 = 1.66E+05 N

H = 1.66E+05 N

PISO Pi(N) hi(mm) Pi*hi Fi(N) Ve4 4.15E+04 9800 406700000 6.64E+04 6.64E+043 4.15E+04 7350 305025000 4.98E+04 1.16E+052 4.15E+04 4900 203350000 3.32E+04 1.49E+051 4.15E+04 2450 101675000 1.66E+04 1.66E+05

1.017E+09

0.13

0.20

2.10

140 3800

6.64E+04 6.64E+042450

4.98E+04 1.16E+052450

3.32E+04 1.49E+052450

1.66E+04 1.66E+052450

FUERZA CORTANTE

*1 ANALISIS MURO X1

H = 2100 + 200 + 130

Fi= Pi∗hi∗H∑ Pi∗hi

H = 2450 mm h = 2100

L = 3800 + 140 + 140

L = 4080 mm

t = 140 mm Espesor del Muro

A = t*L

A = 140 * 4080

A = 5.71E+05 mm2

I =3

I = 140 408012

I = 7.92E+11 mm4

fm = 6.4 MPA fc

PARA CASO DE 0 % DE SOBRE CARGAPLM = 2.10E+06 * 0.00412PS = 3360 * 160 * 330 * 0.000024

PEC = 160 * 130 * 2100 * 0.000024PMP = 3800 * 2100 * 0.00266PT = 400 * 900 * 0.00196

Wx

PARA CASO DE 25 % DE SOBRE CARGAPLM = 2.10E+06 * 0.00462PS = 3360 * 160 * 330 * 0.000024

PEC = 160 * 130 * 2100 * 0.000024PMP = 3800 * 2100 * 0.00266PT = 400 * 900 * 0.00196

Wx


(t*L3)/12

PLM = 2.10E+06 * 0.00612PS = 3360 * 160 * 330 * 0.000024PEC = 160 * 130 * 2100 * 0.000024PMP = 3800 * 2100 * 0.00266PT = 400 * 900 * 0.00196

Wx

CARGAS AXIALES DE SISMO

Pd = 1.48E+05 N Carga Axial con 0% de Sobre Carga

Pg = Px = 1.52E+05 N Carga Axial con 25% de Sobre Carga

Pm = 1.65E+05 N Carga Axial con 100% de Sobre Carga

Vx1 = 1.66E+05 N Cortante Basal

Mx1 = 4.07E+08 N-mm

VERIFICAMOS POR COMPRESION EL ESFUERZO ADMISIBLE RNE 19.1.61 - 30.7

Fa = 0.2 * 3.4 * 1 -

1 -Fa = 0.68 *

1 -Fa = 0.68 *

Fa = 0.53 < 0.51

fa+

fm<

1.33Fa Fm

Fa=0.20∗f m, ∗[1−( h

35∗t )2]≤0 .15∗f m

,

fa = PmA

fa = 1.65E+055.71E+05

fa = 0.29

fm = m*yI

fm = 4.07E+08 * 21107.92E+11

fm = 1.08 MPA

Fm = 0.4*fm

Fm = 0.4332009 MPA

0.29+

1.08<

1.330.53 0.4332009

0.543376876 + 2.5<

1.33

3.043377 < 1.33 NO CUMPLE LA CONDICION

VERIFICAMOS ESFUERZOS MAXIMOS Y MINIMOS PROVENIENTES DE LA CARGA AXIAL CON 100% DE SOBRECARGA

sh = Pmt*l

sh = 1.65E+05160 * 4080

sh = 0.25 MPA

0.05fm < sh < 0.15fm

0.05 3.40 < sh < 0.15 3.40

0.17 < 0.25 < 0.51 SI CUMPLE CON LA CONDICION

RESISTENCIA AL CORTE ANTE UN SISMO MODERADO Y SEVERO 26.3 RNE

Vm = Vr

Vm : Resistencia al agrietamiento Diagonal

Vm = + 0.23Pg

vm = 0.8 MPA 13.9 RNE

a = Ve L 26.3.a RNEMe

a = 1.66E+05 40804.07E+08

a = 1.67

0.33 < a < 1

POR LO TANTO a = 1

Pg = 1.52E+05 N

VM = 0.5 0.8 1 140 4080 +

VM = 2.63E+05 N

bw

f = 0.75280

Nu. = 2.72E+05 CARAGA AXIAL

Vm = 0.17 0.75 1 + 2.72E+0514 140

Vm = 0.1275 1 + 0.494716

0.5*vm*a*t*L

Vmc=Φ0 .17 (1+ Nu14 Ag )√ fc bwd

Vm = 3.18E+04 N

Vmc = 2 * 3.18E+04 2 numero de columnas

Vmc = 6.35E+04 N

Vmt = Vm + Vmc

Vmt = 2.63E+05 + 6.35E+04

Vmt = 3.27E+05 N Resistencia a la compresion del Muro

EXAMINAMOS EL ART 27.C RNE CORTANTE DE DISEÑO

Vut = Vet * VmtVet

2 £ Vmt £ 3Vet

2 £ 3.27E+05 £ 31.66E+05

2 £ 1.97 £ 3

POR LO TANTO ASUMIMOS 2

Vut = 2 Vet

Vut = 3.32E+05 N

CONTROL DE FISURACION ANTE LOS SISMOS MODERADOS

Vr £ 0.55*Vm Vm = 1.80E+05

PARA EL PRIMER PISO

Vu1 = 1.66E+05 £ 1.80E+05 N CUMPLE

PARA EL SEGUNDO PISO

Vu2 = 1.49E+05 £ 1.80E+05 N CUMPLE

PARA EL PRIMER PISO

Vu1 = 1.16E+05 £ 1.80E+05 N CUMPLE


Vu2 = 6.64E+04 £ 1.80E+05 N CUMPLE

MOMENTO FLECTOR ANTE SISMOS SEVEROS

Mut1 = Met * VmtVet

Vmt= 2

Vet

PARA EL PRIMER PISO

Mut1 = 8.13E+08 N-mm


Mut2 = 7.32E+08 N-mm

PARA EL TERCER PISO

Mut3 = 5.69E+08 N-mm

PARA EL CUARTO PISO

Mtu4 = 3.25E+08 N-mm

DISEÑO DE LAS COLUMNAS DE CONFINAMIENTO 27.3.a RNE

M = Mu - Vm*h2

Mu = 8.13E+08 N-mm

Vm = 1.66E+05 N

h = 2300 mm

M = 8.13E+08 - 1.66E+05 * 23002

M = 6.23E+08 N-mm

F = M 27.3 RNEL

F = 6.23E+084080

F = 1.53E+05

Pc = PgNc

Pc = 1.52E+052

Pc = 7.60E+04

MURO TRANSVERSAL O PERRPENDICULAR APORTA AL MURO X1 PY3

Pt = 25% PY3

PY3 = 2.41E+05

Pt = 6.03E+04 N

Pte = 0 Lado Izquierdo No existe Muro Portante

Pte = 6.03E+04 N Lado Derecho existe Muro Portante

DISEÑO POR TRACCION

T = F - Pc - Pet

PRIMER PISO

1. EXTERIOR

T = 1.53E+05 - 7.60E+04 - 0

T = 7.66E+04 N

2. INTERIOR

T = 0 NO EXISTE

COMPRESION DE ELEMENTOS CONFINATES

1. EXTERIORCe = Pc + F

Ce = 7.60E+04 + 1.53E+05

Ce = 2.29E+05 N

2. INTERIOR

NO EXISTE

MURO X1 MURO Q SOPORTA CARGA CORTANTE

140 3000

27.3.a EXTERIOR

Vce = 1.5*Vm*LmL*(Nc+1)

Vce = 1.5 3.32E+05 30004080 3

Vce = 1.49E+0912240

Vce = 1.22E+05 N

27.3.a INTERIOR

Vci = 0 NO EXISTE COLUMNAS INTERIORES

DETERMINACION REFUERZOS

REFUERZO VERTICAL PARA COLUMNAS EXTERIORES

POR FRICION

Asf= Vc

f u fy

f = 0.85

u = 1

fy = 420

Asf= 1.66E+05

0.85 1 420

Asf = 465 mm2

POR TENSION

Ast= T

f * fy

f = 0.85

fy = 420

Ast= 7.66E+04

0.85 1 420

Ast = 215 mm2

POR LO TANTO

AS = Asf + Ast

AS = 465 + 215

AS = 680 mm

AREA DEL NUCLEO norma establece 2 casos

DISEÑO POR COMPRESION

An = 680 + 3.27E+05 - 2.85E+0514.28

An = 3557 mm2

20

100

20d

20 240 20

An = 3557 > 100 * 240

An = 3557 > 24000 NO CUMPLE LA CONDICION

DISEÑO POR CORTE Y FRICCION

Acf = 1.66E+050.2 0.85 21

Acf = 46499 mm2

POR LO TANTO USAREMOS

140 * 332 mm2

140 * 400 mm2

d = 400 - 20 + 13 /

d = 373.5 mm

An=As+

CΦ−As∗fy0 .85∗δ∗fc

Acf= Vc0 .2 fc φ

VERIFICAMOS LA CUANTIA

CUANTIA = Ant*d

CUANTIA = 3557140 373.5

CUANTIA = 0.07

N13 : nv = AsArea de Acero

nv = 680133

nv = 5

N16 : nv = AsArea de Acero

nv = 680201

nv = 3

POR LO TANTO USAREMOS N13

170 17030 340 30

3800 140

1.63E+08

2.85E+08

3.66E+08

4.07E+08

MOMENTO FLECTOR

130 + 20

Fi= Pi∗hi∗H∑ Pi∗hi

+ 200 = 2300

t = 140 + 10 + 10 = 160

= 21.00 MPA

= 8.65E+03= 4.26E+03

* 2.00 = 2.10E+03= 2.12E+04= 7.06E+02

Wx = 3.69E+04

= 9.70E+03= 4.26E+03

* 2 = 2.10E+03= 2.12E+04= 7.06E+02

Wx = 3.80E+04

= 1.29E+04= 4.26E+03

* 2 = 2.10E+03= 2.12E+04= 7.06E+02

Wx = 4.11E+04

Carga Axial con 0% de Sobre Carga



VERIFICAMOS POR COMPRESION EL ESFUERZO ADMISIBLE RNE 19.1.61 - 30.7

22300

<0.15 * fm

35 * 140

20.469387755102041 < 0.15 * 3.4

0.220324864639733 < 0.51

NO CUMPLE CON LA CONDICION

NO CUMPLE LA CONDICION

VERIFICAMOS ESFUERZOS MAXIMOS Y MINIMOS PROVENIENTES DE LA CARGA AXIAL CON 100% DE SOBRECARGA

SI CUMPLE CON LA CONDICION

0.23 1.52E+05

d280

2.72E+05 4.58 140 260280

166712

2 numero de columnas

Resistencia a la compresion del Muro

N


3000 140

DETERMINACION REFUERZOS


4003410

PZ = 7.29E+04 NPG = 1.52E+05 N CON 25% DE SOBRECARGAPC = 7.60E+04 N

P = PZ + PG PC

P = 3.01E+05 N

M = 4.07E+08 N-mm DATOS GRAFICO

e = MP

e = 4.07E+083.01E+05

e = 1352 mm < L6

< 40806

< 680

st = 0.28 MPA

sa = 1.33 0.28

sa = 0.3724 MPA

VERIFICANDO DATOS

s = 6.02E+051.86E+06

s = 0.32 MPA

0.32 < 0.3724

CUMPLE LA CONDICION

σm=2 P

3B (L2−e)


4003410

mm no cumple

calculos muros ultimo(1).xls

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