INGENIERIA DE CIMENTACIONES

DISEÑO DE LOSA ALIGERADA

1).PREDIMENCIONAMIENTO

h=2.9725

=0.1188≅ 20

2).CALCULO DEL PESO DE LA LOSA ALIGERADA

Pesodel ladrillo :8kgund

(30 x30 x15)

Peso del ladrillo:

und

m2= 10.40

x10.30

=8.33 undm2x 8

kgund

=64.64 kg /m2

Cantidad del concreto m3/m2

1 x1 x0.20−8.33 (0.15 x0.30 x 0.30 )=0.0875 m3

m2x2400

kgm3

=210.00kg/m2

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

PREDIMENSIONAMIENTO:

Columna: eje 1-1 entre B-B

c−2 :0.25 x 0.35x 2.70 x2400=567kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 1.485 x2400=445.5kg .vs :0.25 x0.20 x 0.855 x2400=102.6kg .

pesod losa :300 x 2.935x 0.855=752.8275kg .cielo raso :100 x2.935 x 0.855=250.9425kg .Tabiqueria : 50x 2.935 x0.855=125.4713kg .

2679.3413 kg

Columna: eje 2-2 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x1.39 x2400=166.8kg .vs−2: 0.25x 0.20 x0.855 x 2400=102.60kg .

Pesod losa :300 x 2.935x 2.245=1976.7225 kg .Cielo raso :100 x2.935 x 2.245=658.90755 kg .Tabiqueria : 50x 2.935 x2.245=329.4538kg .

4519.9838 kg

Columna: eje 3-3 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x1.39 x2400=166.8kg .vs−2: 0.25x 0.20 x1.305 x2400=156.60kg .

Pesod losa :300 x 2.935x 1.81395=1597.18298kg .Cielo raso :100 x2.935 x 1.81395=532.39433kg .Tabiqueria : 50x 2.935 x1.81395=266.19716kg .

4004.67447 kg

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

Columna: eje 7-7 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x1.20 x2400=144kg .

Pesod losa :300 x 2.935x 1.20=1056.60kg .Cielo raso :100 x2.935 x 1.20=352.20kg .Tabiqueria : 50x 2.935 x1.20=176.10kg .

3014.40kg

Columna: eje 4-4 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 0.60 x2400=180kg .vs−1:0.25 x 0.20 x1.305 x2400=391.5kg .vs−2: 0.25x 0.20 x1.425 x2400=171kg .

Pesod losa :300 x 2.05x 2.73=1678.95kg .Cielo raso :100 x2.05 x 2.73=559.65kg .Tabiqueria : 50x 2.05 x2.73=279.825kg .

4100.925 kg

Columna: eje 5-5 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 0.60 x2400=180kg .vs−1:0.25 x 0.20 x1.425 x2400=171kg .vs−2: 0.25x 0.20 x1.45 x2400=174kg .

Pesod losa :300 x 2.05x 2.875=1768.125kg .Cielo raso :100 x2.05 x 2.875=589.375kg .Tabiqueria : 50x 2.05 x2.875=294.6875kg .

4017.1875 kg

Columna: eje 6-6 entre B-B

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vp−2 :0.25 x 0.50x 0.60 x2400=180kg .vs−1:0.25 x 0.20 x1.45 x2400=174kg .vs−2: 0.25x 0.20 x1.20 x2400=144kg .

Pesod losa :300 x 2.05x 1.74=1070.10kg .Cielo raso :100 x2.05 x 1.74=356.7kg .Tabiqueria : 50x 2.05 x1.74=178.35kg .

2943.15kg

Columna: eje 8-8 entre B´-B´

c−3 :0.25 x 0.15 x2.70 x2400=243kg .vp−1 :0.25 x 0.50x 2.125 x2400=637.5kg .vp−2 :0.25 x 0.50x 1.05 x2400=315kg .vs−1:0.25 x 0.15 x1.375 x2400=99kg .

Pesod losa :300 x 3.175x 1.375=1309.69kg .Cielo raso :100 x3.175 x 1.375=435.56kg .Tabiqueria : 50x 3.175 x1.375=218.28kg .

3258.03kg

Columna: eje 1-1 entre A-A

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x0.855 x2400=102.8kg .

Pesod losa :300 x1.45 x 0.855=371.93 kg .Cielo raso :100 x1.45 x 0.855=123.98kg .Tabiqueria : 50x 1.45x 0.855=61.99kg .

1500.7kg

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

Columna: eje 2-2 entre A-A

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x0.855 x2400=102.6kg .vs−2: 0.25x 0.20 x1.39 x2400=166.8kg .

Pesod losa :300 x1.45 x 0.855=976.58kg .Cielo raso :100 x1.45 x 0.855=325.53kg .Tabiqueria : 50x 1.45x 0.855=162.76kg .

2574.27kg

Columna: eje 5-5 entre B-B

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x1.39 x2400=166.8kg .vs−2: 0.25x 0.20 x1.305 x2400=156.6kg .

Pesod losa :300 x1.45 x 2.695=1172.33 kg .Cielo raso :100 x1.45 x 2.695=390.78kg .Tabiqueria : 50x 1.45x 2.695=195.39kg .

2921.9kg

Columna: eje 4-4 entre A-A

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x1.305 x2400=156.6kg .vs−2: 0.25x 0.20 x1.425 x2400=171kg .

Pesod losa :300 x1.45 x 2.73=1187.55 kg .Cielo raso :50 x1.45 x 2.73=197.93kg .Tabiqueria : 100x 1.45x 2.73=395.85kg .

2948.93kg

Columna: eje 5-5 entre A-A

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x1.425 x2400=170kg .vs−2: 0.25x 0.20 x1.45 x2400=174kg .

Pesod losa :300 x1.45 x 2.875=1250.63kg .Cielo raso :100 x1.45 x 2.875=416.68kg .Tabiqueria : 50x 1.45x 2.875=208.44kg .

3060.95kg

Columna: eje 6-6 entre A-A

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x1.45 x2400=174kg .vs−2: 0.25x 0.20 x1.20 x2400=144kg .

Pesod losa :300 x1.45 x 2.65=1152.75 kg .Cielo raso :100 x1.45 x 2.65=384.25kg .Tabiqueria : 50x 1.45x 2.65=192.13kg .

2887.13kg

Columna: eje 7-7 entre A-A

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.45 x2400=435kg .vs−1:0.25 x 0.20 x1.2 x2400=144kg .vs−2: 0.25x 0.20 x1.375 x2400=165kg .

Pesod losa :300 x1.45 x 2.575=1120.13 kg .Cielo raso :100 x1.45 x 2.575=373.38kg .Tabiqueria : 50x 1.45x 2.575=186.69kg .

2829.20 kg

Columna: eje 8-8 entre A-A

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 2.125 x2400=637.5kg .vs−1:0.25 x 0.20 x1.375 x2400=165kg .

Pesod losa :300 x 2.125x 1.375=876.56 kg .Cielo raso :100 x2.125 x 1.375=292.19kg .Tabiqueria : 50x 2.125 x1.375=146.09kg .

2522.34 kg

Columna: eje 1-1 entre C-C

c−1 :0.53 x 0.25x 2.70 x2400=858.6kg .vp−1 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x0.855 x2400=102.6kg .

Pesod losa :300 x1.485 x 0.855=858.6kg .Cielo raso :100 x1.485 x 0.855=380.90kg .Tabiqueria : 50x 1.485x 0.855=63.48kg .

1978.05kg

Columna: eje 2-2 entre C-C

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x0.855 x2400=102.6kg .vs−2: 0.25x 0.20 x1.39 x2400=166.8kg .

Pesod losa :300 x1.485 x 2.245=1000.15kg .Cielo raso :100 x1.485 x 2.245=333.38kg .Tabiqueria : 50x 1.485x 2.245=166.69kg .

2614.12kg

Columna: eje 3-3 entre C-C

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

vp−1 :0.25 x 0.50x 1.485 x2400=445.5kg .vs−1:0.25 x 0.20 x1.39 x2400=166.8kg .vs−2: 0.25x 0.20 x0.525 x 2400=63kg .

Pesod losa :300 x1.485 x 1.915=853.13 kg .Cielo raso :100 x1.485 x 1.915=284.38kg .Tabiqueria : 50x 1.485x 1.915=142.19 kg .

2360kg

Columna: eje 4´-4´ entre C-C

c−5 :0.25 x 0.15 x2.70 x2400=243kg .vs−1:0.15 x 0.20 x1.635 x2400=117.72kg .vs−2: 0.15x 0.20 x1.635 x2400=117.72kg .

Pesod losa :300 x1.485 x 3.27=1456.79 kg .Cielo raso :100 x1.485 x 3.27=485.59kg .Tabiqueria : 50x 1.485x 3.27=242.80kg .

2663.62kg

Columna: eje 7-7 entre C-C

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .vp−1 :0.25 x 0.50x 1.05 x2400=315kg .vs−1:0.15 x 0.20 x1.20 x2400=86.4 kg .vs−2: 0.25x 0.20 x1.375 x2400=165kg .

Pesod losa :300 x1.05 x 2.575=811.13 kg .Cielo raso :100 x1.05 x 2.575=270.38kg .Tabiqueria : 50x 1.05x 2.575=135.19kg .

2188.10 kg

Columna: eje 8-8 entre C-C

c−3 :0.25 x 0.25 x2.70 x2400=405 kg .

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

vp−1 :0.25 x 0.50x 1.05 x2400=315kg .vs−1:0.25 x 0.20 x1.375 x2400=165kg .

Pesod losa :300 x1.05 x 1.375=811.13 kg .Cielo raso :100 x1.05 x 1.375=270.38kg .Tabiqueria : 50x 1.05x 1.375=72.18 kg .

1534.69 kg

3). CARGA MUERTA:

D=14218.39957+48903.2925=63121.69207

D=63121.69207x 5=315608.4604

4). CARGA VIVA:

1. Aula 250.Escalera 400.

2. Aula 250.Escalera 400.

3. Aula 250.Escalera 400.

4. Aula 250.Escalera 400.

5. Laboratorio 300.Escalera 400.Aula 250.

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón

INGENIERIA DE CIMENTACIONES

6. Azotea 150.

L=3700 x 2935x 1.81395L=19698.59003 kg .

U=1.4D+1.7 LU=1.4 (315608.4604 )+1.7 (19698.59003 )U=475339.4476

PREDIMENCIONAMIENTO Ing. Lucio Depaz Bailón