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Peso de la columna 0.25 0.45 2.4 1800 486
NIVEL 03
Peso del techo ancho Largo Kg/m2
Cargas Vivas 1.5 .2 1 200 !60
Cargas muertas 1.5 .2 1 500 2400
Carga viga "eraltada #$e 1 .2 0.25 0.25 2400 480
Carga viga Chata #$e % 1.5 0.25 0.25 2400 225
ancho largo <o Kg/m Kg
Peso del muro #$e'% 0.15 .2 2.4 1800 0
Peso del muro e$e ' 1 0.15 2.4 2.4 1800 0
Peso de la columna 0.25 0.45 2.4 1800 486
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NIVEL 02
Peso del techo ancho Largo Kg/m2
Cargas Vivas 1.5 .2 1 200 !60
Cargas muertas 1.5 .2 1 500 2400
Carga viga "eraltada #$e 1 .2 0.25 0.25 2400 480Carga viga Chata #$e % 1.5 0.25 0.25 2400 225
ancho largo <o Kg/m Kg
Peso del muro #$e'% 0.15 .2 2.4 1800 0
Peso del muro e$e ' 1 0.15 2.4 2.4 1800 0
Peso de la columna 0.25 0.45 2.4 1800 486
NIVEL 01
Peso del techo ancho Largo Kg/m2
Cargas Vivas 1.5 .2 1 200 !60Cargas muertas 1.5 .2 1 500 2400
Carga viga "eraltada #$e 1 .2 0.25 0.25 2400 480
Carga viga Chata #$e % 1.5 0.25 0.25 2400 225
ancho largo <o Kg/m Kg
Peso del muro #$e'% 0.15 .2 1800
Peso del muro e$e ' 1 0.15 2.4 1800
Peso de la columna 0.25 0.45 1800 60(.5
)otal Cargas 14260.5
#s*uer+o del terreno 2 K,/cm2 7130.25
-eccion ectangular a 84.441 % 84.4408
120 1012.!
80 100 8000
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METRADO DE CARGASCargas Peso Pro!o 400 "g#$2
M%er&as P!so &er$!'a(o 300 "g#$2
P!so (e &a)!*%er+a 250 "g#$2
C. $%er&as ,D -50 "g#$2
Cargas So)rearga 300 "g#$2
C. V!/as ,L 300 "g#$2
Res!s&e'!a re*%er!(a 4,(1.7 ,L 140 "g#$2
Peso Por /!g%e&a 540 "g#$/!g
0.54 T'#$./!g ara D!seEse!a!o'es
Esesor 4#25 as%$!$os 20
Res!s&e'!a Aero 8 4200 "g#$2
Res!s&e'!a (e o're&o 9:8 210 "g#$2
(8;203: (8 17
)8Aoo )8 10
)8Tra$o )8 40
Aoo A9 A
$e&ros L%< e'&re aoos 1 3.2
oe!e'&e ;1#2: ;1#24:
T'$ Mo$e'&o 0.270 0.230
&'$ Mo$=&!$o 0.300 0.256
>g$ 30000.00 25600.00
"g$ Mo$e' =res!s& 156-27.00 ???
"g#$2 4200 7.143 6.0-5
a8as%$!$os 1 16.5 1 16.5 1
As 0.432- 0.36-4
a18 1.016 0.6-2
"g#$2 4200 7.143 6.0-5
a8as%$!$os 1.016 16.4-0705 0.6-2 16.5654 0.4741
As 0.4331 0.367-
a18 1.01-2 0.65
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"g#$2 4200 7.143 6.0-5
a8as%$!$os 1.01-2 16.4-041 0.65 16.56712 0.4667
As 0.4332 0.367-
a18 1.01-2 0.657
Kg/cm2 4200 (.14 6.0!5
aasumimos 1.01!2 16.4!040! 0.865( 16.56(16 0.4666As 0.4332 0.367-
a1 1.01!2 0.865(
&scm2
0.71 0.71
V!gas Pr!'!aes
"g#$2
,D 0.-5 0.24
Peso ro!o 0.25 0.4 1
"G#$2, 0.3 1
==
Aoo 2
L%< e'&re aoos 3.75
oe!e'&e ;1#16:
Mo$e'&o 2.20
Mo$=&!$o 2.453
245312.5Mo$e'&o % res!& ???
"g#$2 4200 5.40
a as%$!$os 1 3-.5 1
As 1.477
a8 1.3-17
REPETICIONES
"g#$2 4200 5.40
a8 1.3-17 3-.30415 0.-27As 1.460
a8 1.3-6
"g#$2 4200 5.40
a8 1.3-6 3-.3006 0.-270
As 1.462
a8 1.3-
As;$2 @ 5#
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1.--
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o
AB B BC C
3.2 2. 2. 3
;1#11: ;1#24: ;1#11: ;1#24:
0.503 0.176 0.35 0.203
0.55- 0.1-6 0.42 0.225
5554.55 1-600.00 42763.64 22500.00
62770.00 ??? ??? 156-27
13.2-- 4.667 10.12 5.357
16.5 1 16.5 1 16.5 1 16.5 1
0.060 0.22 0.6171 0.3247
0.4741 0.6655 0.3630 0.763-
EPETICIONES
13.2-- 4.667 10.12 5.357
16.762-465 0.6655 16.66726 0.3630 16.151 0.763- 16.6103 0.4167
0.7-33 0.200 0.6054 0.3224
0.4667 0.65 0.3561 0.755
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13.2-- 4.667 10.12 5.357
16.766665 0.65 16.6706 0.3561 16.21-4 0.755 16.62074 0.40-5
0.7-32 0.27-- 0.6053 0.3223
0.4666 0.657 0.3560 0.754
1.2!! 4.66( 10.182 5.5(
16.(66(16(1 0.658( 16.6(0666 0.560 16.821!(! 0.(584 16.620804 0.40!40.7-32 0.27-- 0.6053 0.3223
0.4666 0.658( 0.560 0.(584
1.2- 0.71 0.71 1.2-
1.1-
2.4 0.24
&o&a ,( 1.43&o&a , 0.3
argas %&!$a 2.51
2.51 T'#$
21 1
3.75 3.75
;1#24: ;1#16:
1.472 2.20
1.635 2.453
163541.7 245312.5112000.0 ??? $aor o>
3.-3 5.40
3-.5 1 3-.5
0.-5 1.477
0.-27 1.3-17
3.-3 5.40
3-.5361014 1.3-17 3-.304150.-4- 1.460
0.-270 1.3-6
3.-3 5.40
3-.536525 1.3-6 3-.3006
0.-4- 1.462
0.-26- 1.3-
@ 1#2 @ 5#
1 1/2 1 /8 1 /8 1 1/2
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0.71 1.--
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CD
3
;1#11:
0.442
0.4-1
4-0-0.-1 a&s3*/0.853*c37
??? $aor o>
11.6 d "eralt 20
16.5 6.666666(a
0.704 a 10
0.4167 7 40
11.6
16.7-165
0.6-61
0.40-5
&su//93d'a/2
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11.6
16.7-527
0.6-5-
0.40-4
11.688
16.(!5150.6-5-
0.40!4
0.71
1 /8
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