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FACULTAD DE INGENIERA DE ARQUITECTURA E.P. DE INGENIERA CIVIL CIMENTACIONES
Tabla de contenidoPREDIMENCIONAMIENTO................................................................................
Lo!a!...........................................................................................................
Vi"a! P#inci$ale!.........................................................................................
Vi"a! Sec%nda#ia!.......................................................................................
Col%&na!....................................................................................................
E!cale#a!.....................................................................................................
METRADO DE CARGAS....................................................................................'
Ideali(aci)n.................................................................................................'
Met#ado de ca#"a!......................................................................................*
Lo!a!...........................................................................................................*
Ti$o I...........................................................................................................*
Ti$o II.......................................................................................................... *
Ti$o III......................................................................................................... +
A(otea.........................................................................................................+
P)#tico! $#inci$ale!....................................................................,$)#tico *-*/
P)#tico! $#inci$ale!....................................................................,$)#tico '-'
0P)#tico! $#inci$ale!....................................................................,$)#tico -
12
P)#tico! $#inci$ale!....................................................................,$)#tico 1-11'
P)#tico! !ec%nda#io!..................................................................,$)#tico A-A1+
P)#tico! !ec%nda#io!..................................................................,$)#tico 3-314
P)#tico! !ec%nda#io!.................................................................,$)#tico C-C10
P)#tico! !ec%nda#io!.................................................................,$)#tico D-D2
METRADO DE CARGA DE SISMO...................................................................
Pe!o Lo!a! 5 Ni6el......................................................................................
Pe!o Vi"a! 5 Ni6el......................................................................................
Pe!o M%#o 5 Ni6el.......................................................................................
Pe!o Col%&na! 5 Ni6el...............................................................................Pe!o E!cale#a 5 Ni6el.................................................................................
CARBAJAL ROBLES LESLY ING CIVIL-7mo-CICLO
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FACULTAD DE INGENIERA DE ARQUITECTURA E.P. DE INGENIERA CIVIL CIMENTACIONES
Pe!o Sob#eca#"a........................................................................................
Re!%&en de Pe!o! $o# Ni6el.....................................................................'
Facto# Co#tante.........................................................................................'Di!t#ib%ci)n en lo! Ni6ele!........................................................................*
Di!t#ib%ci)n a cada P)#tico........................................................................+
Di!t#ib%ci)n a cada $)#tico $o# ni6el........................................................./
Calc%lo de ,Fii $)#tico! de Se"%ndo Ni6el................................................4
Calc%lo de ,Fii $)#tico! de Te#ce# Ni6el.....................................................7
An8li!i! de $)#tico!...................................................................................... '1
,P)#tico '-' co&binaci)n ,1.* CM 9 1.4 CV...........................................'1
,P)#tico '-' co&binaci)n ,1.+ CM 9 1.+ CV : CS..............................',P)#tico 3-3 co&binaci)n ,1.* CM 9 1.4 CV...........................................''
,P)#tico 3-3 co&binaci)n ,1.+ CM 9 1.+ CV : CS..............................'*
CARBAJAL ROBLES LESLY ING CIVIL-7mo-CICLO
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FACULTAD DE INGENIERA DE ARQUITECTURA E.P. DE INGENIERA CIVIL CIMENTACIONES
PREDIMENCIONAMIENTO.
Losas.h=
L
18@L
25
L=4.00
h=0.20
Vigas Princia!"s.
hvp=L9@ L
12
L=4.25
hvp=0.40
bvp=1
2. hvp@
2
3. hvp
bvp=0.25
Vigas S"c#n$arias.
hvs=L
14L=4.00
hvs=0.30
bvs=0.20
Co!#mnas.
bd=P
nf c
Co!#mnas c"n%ra!"s. &C-'(
Co!#mna )CAt=15.10m
2
Pe=AtPun pisos
Pe=60400 kg
bd=1.160400
0.30210=1054.6
Co&o la b ; + c&d=45cm
Co!#mnas !a%"ra!"s. &C-*(
Co!#mna *C
At=11.60
Pe=AtPun pisos
Pe=11.6010004=46400 kg
bd=1.2546400
0.25210=1104.76
Co&o la b ;+ c& d=50cm
Co!#mnas !a%"ra!"s. &C-)(
Co!#mna )D
At=7.08m2
Pe=AtPun pisos
Pe=7.0810004=28312 kg
bd=1.2528312
0.25210=674.1
Co&o la b ;2 c& d=35cm
CARBAJAL ROBLES LESLY ING CIVIL-7mo-CICLO
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FACULTAD DE INGENIERA DE ARQUITECTURA E.P. DE INGENIERA CIVIL CIMENTACIONES
Co!#mnas Es+#inas. &C-,(
Co!#mna *D
At=5.55m2
Pe=AtPun pisos=22200 kg
bd=1.5022200
0.20210=792.9
Co&o la b ;2 c& d=40cm
Esca!"ras.
T=L
25L=3.05
T=3.05
25=0.1
CARBAJAL ROBLES LESLY ING CIVIL-7mo-CICLO
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METRADO DE CARGAS.
I$"a!iacin.Prticos secundarios (A, B, C, D)
Prticos primarios (1, 2, 3, 4)
Losas.
P&C-C(/P&A-A(/ P&B-
P&,-
P&'-'(/ P&*-*(/
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M"%ra$o $" cargas.
Losas
Tio ICarga muerta:
P . Propio=Puancho=3001=300kg /m
P . Acabados=100kg
m21=1001=100kg /m
P .Muro=PuAt=1800(0.152.5 )=675kg /m
Carga viva
Vivienda=200kg
m21m=200
kg
m
Tio II
Carga muerta:
P .Propio=Puancho=3001=300kg /m
P . Acabados=100kg
m21=1001=100kg /m
Carga viva
Vivienda=200kg
m21m=200
kg
m
corredor=200kg
m21m=200
kg
m
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Tio III
Carga muerta:
P .Propio=Pu
ancho
=3001=300kg/m
P . Acabados=100kg
m21=1001=100kg /m
P .Muro=PuAt=1800(0.152.5 )=675kg /m
P .Murovolado=PuAt=1800(0.151.2)=324kg /m
Carga viva
Vivienda=200kg
m21m=200
kg
m
corredor=200kg
m21m=200
kg
m
Ao%"a
Carga muerta:
P . Propio=Puancho=3001=300kg /m
P . Acabados=100kg
m21=1001=100kg /m
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Carga viva
Vivienda=200kg
m21m=200
kg
m
Met#ado de $)#tico!
Pr%icos rincia!"s &r%ico ,-,(
Tramo (A-B)
(VPrinc) . propio=P!=2400
. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.7750.025 )=525kg/m
.acabado=100(1.7750.025 )=175 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(1.7750.025 )=350kg /m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.775 )=532.5 kg /m
.acabado=100(1.775 )=177.5 kg/m
.muro=1800(0.151.20 )=324kg /m
.viva=150(1.775 )=266.25 kg/m
Tramo (B-C)
Ti oTi o
Ti o
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. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.7750.175 )=487.5 kg /m
.acabado=100(1.7750.175 )=162.5 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(1.7750.175 )=320kg /m
.muro=18001.775(0.152.40 )=1150.2 kg/m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.775 )=532.5 kg /m
.acabado=100(1.775 )=177.5 kg/m
.muro=1800(0.151.20 )=324kg /m
.viva=150(1.775 )=266.25 kg/m
Tramo (C-D)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.7750.025 )=525kg/m
.acabado=100(1.7750.025)=175 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(1.7750.025 )=350kg /m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(1.775 )=532.5 kg /m
.acabado=100(1.775 )=177.5 kg/m
.muro=1800(0.151.20 )=324kg /m
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.viva=150(1.775 )=266.25 kg/m
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Pr%icos rincia!"s &r%ico )-)(
Tramo (A-B)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.7750.05 )=1117.5 kg/m
.acabado=100(3.7750.05 )=372.5 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(3.7750.05 )=745kg /m
Panta a!otea
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.7750.025 )=1125kg /m
.acabado=100(3.7750.025)=375kg/m
.viva=150(3.7750.025 )=562.5 kg /m
Tramo (B-C)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.7750.15 )=1087.5 kg/m
.acabado=100(3.7750.15 )=362.5 kg/m
.muro=1800(0.152.40 )=621kg/m
.viva=200(3.7750.15 )=725kg /m
.muro=18001.775(0.152.40 )=1150.2 kg/m
Panta a!otea
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.775 )=1132.5 kg/m
.acabado=100(3.775 )=377.5 kg /m
.viva=150(3.775 )=566.25 kg/m
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Tramo (C-D)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.7750.30 )=1042.5 kg /m
.acabado=100(3.7750.30 )=347.5 kg/m
.muro=1800(0.152.40 )=621kg/m
.viva=200(3.7750.30 )=695kg/m
.muro=18001.55(0.152.40 )=1004.4 kg/m
.muro=18001.75(0.152.40 )=1134 kg /m
Panta a!otea
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.7750.025 )=1132.5kg /m
.acabado=100(3.7750.025)=377.5 kg/m
.viva=150(3.7750.025 )=543.75 kg /m
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Pr%icos rincia!"s &r%ico *-*(
Tramo (A-B)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(2.000.05 )=585kg /m
.acabado=100(2.000.05 )=195kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(2.000.05 )=390kg/m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(2.000.025 )=592.5kg /m
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.acabado=100(2.000.025 )=197.5 kg/m
.muro=1800(0.152.40 )=621kg/m
.viva=150(2.000.025)=296.25 kg /m
Tramo (B-C)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.0750.275 )=840kg /m
.acabado=100(3.0750.275)=280kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(3.0750.275 )=560kg /m
.muro=18001.85(0.152.40 )=1198.8 kg/m
.muro=18000.75(0.151.20 )=243kg/m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(3.0750.15 )=877.5 kg /m
.acabado=100(3.0750.15 )=292.5 kg/m
.muro=1800(0.151.20 )=324kg /m
.viva=150(3.0750.15 )=438.75 kg/m
Tramo (C-D)
. propio=2400(0.400.25 )=240 kg/m
.losa=300(2.900.025 )=862.5kg /m
.acabado=100(2.900.025 )=287.5 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=200(2.900.025 )=575 kg/m
Panta a!otea.
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. propio=2400(0.400.25 )=240 kg/m
.losa=300(2.900.025 )=862.5kg /m
.acabado=100(2.900.025 )=287.5 kg/m
.muro=1800(0.151.20 )=324kg /m
.viva=150(2.900.025)=431.25 kg /m
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Pr%icos rincia!"s &r%ico '-'(
Tramo (A-B)
. propio=2400(0.400.25 )=240 kg/m
.muro=1800(0.152.30 )=621kg/m
.viva=150(1.075 )=161.25 kg/m
Panta a!otea
. propio=2400(0.400.25 )=240 kg/m
.muro=1800
(0.151.20
)=324
kg/m
Tramo (B-B")
. propio=2400(0.400.25 )=240 kg/m
.losa=300(0.900.15 )=225kg /m
.acabado=100(0.900.15 )=75kg /m
.muro=1800(0.151.20 )=324kg /m
.viva=200(0.900.15 )=150kg/m
.muro=18001.25(0.18 )=405kg /m
Panta a!otea.
. propio=2400(0.400.25 )=240 kg/m
.losa=300(0.900.15 )=225kg /m
.acabado=100(0.900.15 )=75kg /m
.muro=1800(0.151.20 )=324kg /m
.viva=150(0.900.15 )=112.5kg /m
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Pr%icos s"c#n$arios &r%ico A-A(
Tramo (1-2)
. propio=2400(0.300.20 )=144 kg/m
.escalera=2400(0.3121 )=749.04 kg /m
.viva=200(1 )=200kg/m
.muro=1800(0.151.20 )=324kg /m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.escalera=2400(0.3121 )=749.04 kg /m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
Tramo (2-3)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.muro=1800(0.152.40 )=648kg /m
.viva=200(1 )=200kg/m
.muro=18001.575(0.152.50 )=1063.125 kg /m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
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Tramo (3-4)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.muro=1800(0.152.40 )=648kg /m
.viva=200(1 )=200kg/m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
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Pr%icos s"c#n$arios &r%ico B-B(
Tramo (1-2)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.escalera=2400(0.3121 )=749.04 kg /m
.viva=200(1 )=200kg/m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.escalera=2400(0.3121 )=749.04 kg /m
.viva=150(1 )=150 kg/m
Tramo (2-3)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
.muro=1800(0.152.40 )=648kg /m
.muro=18001.575(0.152.50 )=1063.125 kg /m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
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.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
Tramo (3-4)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
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Pr%icos s"c#n$arios &r%ico C-C(
Tramo (2"-2), (2-3)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
Tramo (3-4)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
.muro=1800(0.152.40 )=648kg /m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
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Pr%icos s"c#n$arios &r%ico D-D(
Tramo (2"-2)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
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.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
Tramo (2-3), (3-4)
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=200(1 )=200kg/m
.muro=1800(0.152.40 )=648kg /m
Panta a!otea.
. propio=2400(0.300.20 )=144 kg/m
.losa=300(1)=300kg /m
.acabado=100(1 )=100kg/m
.viva=150(1 )=150 kg/m
.muro=1800(0.151.20 )=324kg /m
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METRADO DE CARGA DE SISMO
P"so Losas 0 Ni1"!
Areaneta=Area"rutaAreaesacleraAreaVigasAreavacia
Area neta=(1011.3) (22.80 )4 (11.30.25 )4 (100.20 )(7.11.25 )
Area neta=85.225m2
Pesocadalosa=30085.225=25567.5kg
Peso acabado=10085.225=8522.5 kg
Total=34090 kg
P"so Vigas 0 Ni1"!
V .Principal=4 (11.30.24 )0.400.252400=10080 #$
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V .#ecundaria=4 (100.254 )0.300.202400=5184 kg
Total=152664 kg
P"so M#ro 0 Ni1"!Muro de soga en V . principal=27.70.152.301800=17201.7 kg
Murode sogaenV . secundaria=21.850.152.401800=14158.8kg
Muro sobre losa directamente=11.90.152.501800=8032.5 kg
Muroba$o sobre losadirectamente=100.151.201800=3240 kg
Total=42633 kg
P"so Co!#mnas 0 Ni1"!
Area columnas=30.250.45+30.250.50+30.200.35+50.200.40
Area columnas=1.3225m2
Peso columnas=1.32252.702400=8569.8
P"so Esca!"ra 0 Ni1"!
Area %scalera=&arganta+Pelda'o+(escanso
Area %scalera=0.3121
Peso %scalera=(0.6265+0.3121 )1.252400=2815.8 kg
Peso %scalera /)ivel=42815.8=11263.2kg
P"so So2r"carga.
#obrecarga Losas=85.225m2250 kg/m
2=21306.25
#obrecarga Losas=85.225m2200 kg/m
2=17045
#obrecarga %scalera=2.153400=2580 kg
#obrecarga=0.25(21306.25+2580 )=5971.56 kg)ivelTipico
#obrecarga=0.25(17045+2580/2 )=4583.75kg)ivel A*otea
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R"s#m"n $" P"sos or Ni1"!.
%i&e 1 %i&e 2 %i&e 3 %i&e 4
Losas 34'' 34'' 34'' 34'' 133'
*i$as 1+24 1+24 1+24 1+24 1'+
Coumnas +. +. +. 3'. 2+1.2
uros 4233 4233 4233 13'2.4 141'1.4
/scaera 1123.2 1123.2 1123.2 +31. 3421.2
0orecar$a +1.+ +1.+ +1.+ 4+3.+ 224.43
2++11.+ 2++11.+ 2++11.+ 214+'.++ '1++.23
/ peso tota de /diicio &iene a ser P=1082682.79 kg
3ac%or Cor%an%".
V=+!,#
- P
icacin A5acuc6o
0ueo 7ra&a Limo Arenosa
+=0.35 (+ona3Aacucho)
!=1.0 (%dificacionescomunesViviendas )
#=1.15 (#uelos /ntermedios )
-=-o/a/p
-=810.9=7.2 (,oncreto ArmadoPorticos/rregular )
,=2.5
,=2.5(TpT)0Tp
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Dis%ri2#cin "n !os Ni1"!"s
Ni6el Pi
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Dis%ri2#cin a ca$a Pr%ico
Calculo de rigideces para cada prtico.
Calculo de Inercia Centrales (2B, 3B, 3C)
/=bh
3
12=0.250.45
3
12=1.910
3
Calculo de Inercia Laterales (3D, 3A, 2A)
/=bh
3
12=0.200.35
3
12=0.710
3
Calculo de Inercia Laterales (2C, B, C)
/=bh
3
12=0.250.50
3
12=2.610
3
Calculo de Inercia !s"uinas (#A, #B, A, D, 2D)
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/=bh
3
12=0.200.40
3
12=1.110
3
Dis%ri2#cin a ca$a r%ico or ni1"!.
-igide* P (44 )=%/4A+%/4 "+%/4,+%/4(
-igide* P (44 )=1.1103+2.6103+2.6103+1.1103=7.7103%
-igide* P (33 )=%/3A+%/3"+%/3,+%/3(
-igide* P (33 )=0.7103+1.9103+1.9103+0.7103=5.2103%
-igide* P (22 )=%/2A+%/2"+%/2,+%/2(
-igide* P (22 )=0.7103+1.9103+2.6103+1.1103=6.3103%
-igide* P (11 )=%/1A+%/1"
-igide* P (11 )=1.1103+1.1103=2.2103%
-igide*Totaldel P .Pricipal=21.4103%
-igide* P (AA )=%/4A+%/3A+%/2A+%/1A
-igide* P (AA )=1.1103+0.7103+0.7103+1.1103=3.6103%
-igide* P ("" )=%/4"+%/3"+%/2 "+%/1"
-igide* P ("" )=2.6103+1.9103+1.9103+1.1103=7.5103%
-igide* P (,,)=%/4,+%/3,+%/2,
-igide* P (,,)=2.6103+1.9103+2.6103=7.1103%
-igide* P ((( )=%/4(+%/3(+%/2(
-igide* P ((( )=1.1103+0.7103+1.1103=2.9103%
-igide*Totaldel P .#ecundario=21.1103%
Calculo de ($ii) prticos de %rimer &ivel
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244
= 7.710
3%
21.4103%14629.61=5263.93
233=5.210
3%
21.410
3
%
14629.61=3554.86
222=
6.3103%
21.4103%14629.61=4306.85
211=
2.2103%
21.4103%14629.61=1503.98
2AA= 3.610
3%
21.1103
%
14629.61=2496.05
2""=7.510
3%
21.1103%14629.61=5200.10
2,,=7.110
3%
21.1103%14629.61=4922.76
2((= 2.910
3%
21.1103%14629.61=2010.70
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Ca!c#!o $" &3ii( r%icos $" S"g#n$o Ni1"!
244
= 7.710
3%
21.4103%29259.22=10527.85
233=5.210
3%
21.4103%29259.22=7109.72
222= 6.310
3
%21.410
3%29259.22=8613.70
211=
2.2103%
21.4103%29259.22=3007.96
2AA= 3.610
3%
21.1103%29259.22=4992.09
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2""=7.510
3%
21.1103%29259.22=10400.20
2,,=7.110
3%
21.110
3
%
29259.22=9845.52
2((= 2.910
3%
21.1103%29259.22=4021.41
Ca!c#!o $" &3ii( r%icos $" T"rc"r Ni1"!
244
= 7.710
3%
21.4103%43888.83=15791.78
233=5.210
3%
21.4103%43888.83=10664.58
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222=
6.3103%
21.4103%43888.83=12920.54
211=
2.2103%
21.410
3
%
43888.83=4511.94
2AA= 3.610
3%
21.1103%43888.83=7488.14
2""=7.510
3%
21.1103%43888.83=15600.30
2,,=7.110
3%
21.1103
%
43888.83=14768.28
2((= 2.910
3%
21.1103%43888.83=6032.11
Calculo de ($ i i) prticos de Cuarto &ivel
244
= 7.710
3%
21.4103%49205.85=17704.91
233=5.210
3%
21.4103%49205.85=11956.56
222=
6.3103%
21.4103%49205.85=14485.83
211=
2.2103%
21.4103%49205.85=5058.55
2AA= 3.610
3%
21.1103%49205.85=8395.31
2""=7.510
3%
21.1103%49205.85=17490.23
2,,=7.110
3%
21.1103%49205.85=16557.42
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2((= 2.910
3%
21.1103%49205.85=6762.89
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