MET. VIGAMETRADO DE CARGAS DEL PRIMER PISO 1. METRADO DE CARGA
MUERTA.ALIGERADOnorma E 020h=2.5Wpropio=0.35tn/m2p.t
=100kg/m20.1tn/m2Wpropio=0.1tn/m2acabadosS/C =200 kg/m20.25tn/m2
TABIQUEe=0.15mh=3my=1.8tn/m2METRADO DE CARGAS DEL PRIMER PISO 1.
METRADO DE CARGA MUERTA.VIGATRAMOS
1VIGATRAMOS2h=0.50mh=0.30mALIGERADOnorma E
020b=0.25mb=0.25mh=2.5Wpropio=0.35tn/m2p.t
=100kg/m20.1tn/m2Wpropio=0.1tn/m2VIGA SECUNDARIAS/C =200
kg/m20.25tn/m2h=0.40mb=0.25m TABIQUEe=0.15m1pisoMETRADO DE VIGAS
SIN PESO PROPIOeste valor es la que se usa ara un progama de
computo que tiene la opccion de amadir el peso propio de la
viga2.78241818181.7528752.3912251.752875h=3my=1.8tn/m2EJELOSASp.t
(acabados)tabiqueCARGA Wm(sin
EJEentreWpropioAtiAtjPESOWpropioAtiAtjanch
Vig.PESOehyx/(x+y)PESOPUNTUALpeso propio)VIGATRAMOS
1VIGATRAMOS2tn/m2mmtn/mLtn/m2mmmtn/mLmmton/m3tn/mLTonton/mlh=0.50mh=0.30m1A-B0.3502.1250.743750.102.1250.10.22250.1531.8003.56012727272.2541253.47253.87975b=0.25mb=0.25mB-C0.3502.1250.743750.102.1250.10.22250.1531.800A-B0.1531.8sobre
V10.810.81A 0.40mB a 0.55VIGA
SECUNDARIA1.48750.4450.812.7425h=0.40m2A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.800b=0.25mB-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.8003.56012727272.2541253.47253.879751pisoMETRADO
DE VIGAS SIN PESO PROPIOeste valor es la que se usa ara un progama
de computo que tiene la opccion de amadir el peso propio de la
viga2.9750.903.8753A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.50.405A
2.05 mEJELOSASp.t (acabados)PESO
PROPIOB-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.82.051.6605A2.95mEJEentreWpropioAtiAtjPESOWpropioAtiAtjanch
Vig.PESOByYPESOA-B0.1531.8Sobre V30.81A
2.95m3.56012727272.2541253.47253.87975tn/m2mmtn/mLtn/m2mmmtn/mLBHTn/m3tn/mL2.9750.91.2155.09A1
20.3502.7250.953750.102.7250.250.29750.250.402.40.244A
B0.352.1252.1251.48750.12.1252.1250.250.450.1531.823.24A 3.00 m2 3
0.3502.7250.953750.102.7250.250.29750.250.402.40.24B-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.60.972B
0.6m3 4
0.3502.7250.953750.102.7250.250.29750.250.402.40.24A-B0.1531.80.46888888890.3798B
4.48m 4
50.3502.7250.953750.102.7250.250.29750.250.402.40.24A-B0.1531.8sobre
V40.81A 3.506m3.331752.2286253.55753.87975B1
20.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.24B-C0.1531.8sobre
V40.812 3 0.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.243
4
0.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.245A-B0.352.12500.743750.12.12500.250.23750.1531.82.1251.72125A
4.48 m 4
50.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.24B-C0.352.12500.743750.12.12500.250.23750.1531.8C1
20.351.67500.586250.11.67500.250.19250.250.402.40.24A-B0.1531.8sobre
V50.812 3
0.351.67500.586250.11.67500.250.19250.250.402.40.24B-C0.1531.8sobre
V50.813 4
0.351.67500.586250.11.67500.250.19250.250.402.40.241.48750.4751.623.5825
4 50.351.67500.586250.11.67500.250.19250.250.402.40.24
eje 1-1eje 2-21pisoMETRADO DE VIGAS CON PESO PROPIOOBRECARGA
NOMINAL2.3912251.7528752.3912251.752875Lo=0.25tn/m2COCHERALo=0.20tn/m2VIVIENDASEGN
LA NORMA E-20EJEDIMENSIONES DE LA VIGAWm(sin p. p)Wm totalb
(m)h(m)Y (Tn/m3)P.Pton/mlTn/ml1.721251.620.9721.621pisoMETRADO DE
CARGA
VIVA1.64096470591.1340.97210.250.52.40.32.74253.04253.47255.256753.727653.87975EJEAREA
TRIBUTARIAAREA DE INFLUENCIAvalor Re.carga
vivaEJEentredAtiAtjAtkAi=kAtLoLrAtiAtjWv=Lr( area
tributaria)20.250.52.40.33.8754.175mmmm2m2Tn/m2tn/m2mmton/mL1.721251.620.9721.62A1
24.5002.72512.2625224.5250.250.294716637602.7250.803102837430.250.52.40.35.095.391.64096470591.1340.9722
3
4.5002.72512.2625224.5250.250.294716637602.7250.80310283743.47255.256753.727653.879753
4
4.5002.72512.2625224.5250.250.294716637602.7250.803102837440.250.52.40.300.3
4 54.5002.72512.2625224.5250.200.235773310102.7250.6424822699B1
24.502.7251.67519.8239.60.250.24524699632.7251.6751.079086783650.250.52.40.33.58253.88251.721251.620.9721.622
3
4.502.7251.67519.8239.60.250.24524699632.7251.6751.07908678361.64096470591.1340.9723
4
4.502.7251.67519.8239.60.250.24524699632.7251.6751.07908678363.47255.256753.727653.87975
4 54.502.7251.67519.8239.60.200.1961975972.7251.6750.8632694269C1
24.501.67507.5375215.0750.250.35868917361.67500.60080436571.
METRADO DE CARGA VIVA2 3
4.501.67507.5375215.0750.250.35868917361.67500.60080436570.5671.66053.240.9723
4 4.501.67507.5375215.0750.250.35868917361.67500.6008043657AREA
INFLUENCIA(Ai)1.1340.7596 4
54.501.67507.5375215.0750.200.28695133881.67500.4806434926Zona en
que toda carga transmite su efecto (influye) al elemento que se
evalua3.55753.879754.69155.25675
AREA TRIBUTARIA (At)Area resultante de la suposicion isostatica,
cuando toda el area de influencia esta cargada2,3 ,4pisoMETRADO DE
VIGAS SIN PESO PROPIOeste valor es la que se usa ara un progama de
computo que tiene la opccion de amadir el peso propio de la vigaAi
y At se relacionan como Ai = k AtEJELOSASp.t (acabados)PESO
PROPIOmientras mayor es el area de influencia de un elemento, menor
es la probabilidad de que se
EJEentreWpropioAtiAtjPESOWpropioAtiAtjanch Vig.PESOByYPESOencuentre
integramente ocupada con toda la sobrecarga nominal
Lotn/m2mmtn/mLtn/m2mmmtn/mLBHTn/m3tn/mLeje 3-3eje 4-4A1
20.3502.7250.953750.102.7250.250.29750.250.402.40.24por lo tanto
para el metrado del elemento se puede usar el siguiente VALOR
REDUCIDO.(Lr)2 3
0.3502.7250.953750.102.7250.250.29750.250.402.40.243 4
0.3502.7250.953750.102.7250.250.29750.250.402.40.24Lr = Lo (
0.25+4.6/(Ai)(1/2))2.8502252.211875 4
50.3502.7250.953750.102.7250.250.29750.250.402.40.24B1
20.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.24OBRECARGA
NOMINAL2 3
0.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.24Lo=0.25tn/m2COCHERA3
4
0.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.24Lo=0.20tn/m2VIVIENDASEGN
LA NORMA E-20 4
50.352.7251.6751.540.12.7251.6750.250.4650.250.402.40.243.267753.631125C1
20.351.67500.586250.11.67500.250.19250.250.402.40.241pisoMETRADO DE
CARGA VIVA2 3 0.351.67500.586250.11.67500.250.19250.250.402.40.243
4 0.351.67500.586250.11.67500.250.19250.250.402.40.24EJEAREA
TRIBUTARIAAREA DE INFLUENCIAvalor Re.carga viva 4
50.351.67500.586250.11.67500.250.19250.250.402.40.24EJEentredAtiAtjAtkAi=kAtLoLrAtiAtjWv=Lr(
area
tributaria)mmmm2m2Tn/m2tn/m2mmton/mL3.267753.6311251A-B5.6502.12512.00625224.01250.250.2971816602.1250.6315110274B-C3.5502.1257.54375215.08750.250.358566451702.1250.76195370992,3,4pisoMETRADO
DE CARGA VIVA
2A-B5.652.1252.12524.0125248.0250.250.22844499322.1252.1250.970891221EJEAREA
TRIBUTARIAAREA DE INFLUENCIAvalor Re.carga
vivaB-C3.552.1252.12515.0875230.1750.250.27185059572.1252.1251.15536503173.267753.631125EJEentredAtiAtjAtkAi=kAtLoLrAtiAtjWv=Lr(
area
tributaria)mmmm2m2Tn/m2tn/m2mmton/mL3A-B5.652.1252.12524.0125248.0250.250.22844499322.1252.1250.970891221A1
24.5002.72512.2625224.5250.200.235773310102.7250.6424822699B-C3.552.1252.12515.0875230.1750.250.27185059572.1252.1251.15536503171.721252
3 4.5002.72512.2625224.5250.200.235773310102.7250.64248226993 4
4.5002.72512.2625224.5250.200.235773310102.7250.64248226994A-B5.652.1252.12524.0125248.0250.200.18275599452.1252.1250.77671297683.352753.631125
4
54.5002.72512.2625224.5250.200.235773310102.7250.6424822699B-C3.552.1252.12515.0875230.1750.200.21748047652.1252.1250.9242920253B1
24.502.7251.67519.8239.60.200.1961975972.7251.6750.86326942692 3
4.502.7251.67519.8239.60.200.1961975972.7251.6750.86326942695A-B5.652.125012.00625224.01250.200.2377453282.12500.50520882193
4
4.502.7251.67519.8239.60.200.1961975972.7251.6750.8632694269B-C3.552.12507.54375215.08750.200.28685316142.12500.6095629679
4 54.502.7251.67519.8239.60.200.1961975972.7251.6750.8632694269C1
24.501.67507.5375215.0750.200.28695133881.67500.48064349262 3
4.501.67507.5375215.0750.200.28695133881.67500.48064349263 4
4.501.67507.5375215.0750.200.28695133881.67500.4806434926 4
54.501.67507.5375215.0750.200.28695133881.67500.4806434926METRADO
DE CARGAS DEL SEGUNDO PISO eje5-51. METRADO DE CARGA MUERTA.
ALIGERADOnorma E 020h=0.25Wpropio=0.35tn/mp.t
=100kg/m20.1tn/m2Wpropio=0.1tn/macabadosS/C =200 kg/m20.25tn/m2
TABIQUEe=0.15mh=3my=1.8tn/m2VIGATRAMO
1VIGATRAMOS2h=0.50mh=0.30mb=0.25mb=0.25mVIGA SECUNh=0.40mb=0.25m2,3
,4pisoMETRADO DE VIGAS SIN PESO PROPIOeste valor es la que se usa
ara un progama de computo que tiene la opccion de amadir el peso
propio de la viga
EJELOSASp.t (acabados)tabiqueCARGA Wm(sin
EJEentreWpropioAtiAtjPESOWpropioAtiAtjanch
Vig.PESOehyx/(x+y)PESOPUNTUALpeso
propio)tn/m2mmtn/mLtn/m2mmmtn/mLmmton/m3tn/mLTonton/ml1A-B0.350.732.1250.999250.10.732.1250.250.31050.1531.800B-C0.3502.1250.743750.102.1250.250.23750.1531.800A-B0.1531.80.85227272730.69034090911.7430.5480.69034090912.98134090912A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.800B-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.61647058820.4993411765
2.9750.90.49934117654.37434117653A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.44705882350.3621176471B-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.82.1251.72125A2.95m2.95A-B0.1531.8Sobre
V30.81B-C0.1531.8Sobre
V40.812.9750.91.98211764715.85711764714A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.60.972A
3mB-C0.352.1252.1251.48750.12.1252.1250.250.450.1531.80.60.972B
0.6mA-B0.1531.80.46888888890.81A 2mB-C0.1531.8sobre
V40.81A-B0.352.1252.1251.48750.12.1252.1250.250.450.1531.821.62A
1mA-B0.1531.821.620A 4
m5A-B0.352.12500.743750.12.12500.250.23750.1531.8B-C0.352.12500.743750.12.12500.250.23750.1531.8A-B0.1531.8sobre
V50.81B-C0.1531.8sobre V50.811.48750.4751.623.5825
EJELOSASp.t (acabados)tabiqueCARGA Wm(sin
EJEentreWpropioAtiAtjPESOWpropioAtiAtjanch
Vig.PESOehyx/(x+y)PESOPUNTUALpeso
propio)tn/m2mmtn/mLtn/m2mmmtn/mLmmton/m3tn/mLTonton/ml1A-B0.250.732.1250.713750.10.732.1250.250.31050.1531.800B-C0.2502.1250.531250.102.1250.250.23750.1531.800A-B0.1511.80.85227272730.2301136364A-B0.1511.80.27
2,3,4pisoMETRADO DE VIGAS CON PESO PROPIOEJEDMENSIONES DE LA
VIGAWm(sin p. p)Wm totalb (m)h(m)Y (Tn/m3)P.Pton/mlTn/ml
10.250.52.40.32.98134090913.2813409091
20.250.52.40.34.37434117654.6743411765
30.250.52.40.35.85711764716.1571176471
40.250.52.40.300.3
50.250.52.40.33.58253.88251. METRADO DE CARGA VIVAAREA
INFLUENCIA(Ai)Zona en que toda carga transmite su efecto (influye)
al elemento que se evaluaAREA TRIBUTARIA (At)Area resultante de la
suposicion isostatica, cuando toda el area de influencia esta
cargadaAi y At se relacionan como Ai = k Atmientras mayor es el
area de influencia de un elemento, menor es la probabilidad de que
se encuentre integramente ocupada con toda la sobrecarga nominal
Lopor lo tanto para el metrado del elemento se puede usar el
siguiente VALOR REDUCIDO.(Lr)Lr = Lo ( 0.25+4.6/(Ai)(1/2))OBRECARGA
NOMINALLo=0.20tn/m22,3,4pisoMETRADO DE CARGA VIVA
EJEAREA TRIBUTARIAAREA DE INFLUENCIAvalor Re.carga
vivaEJEentredAtiAtjAtkAi=kAtLoLrAtiAtjWv=Lr( area
tributaria)mmmm2m2Tn/m2tn/m2mmton/mL1A-B5.6502.12512.00625224.01250.20.23774532802.1250.5052088219B-C3.5502.1257.54375215.08750.20.286853161402.1250.6095629679
2A-B5.652.1252.12524.0125248.0250.20.18275599452.1252.1250.7767129768B-C3.552.1252.12515.0875230.1750.20.21748047652.1252.1250.9242920253
3A-B5.652.1252.12524.0125248.0250.20.18275599452.1252.1250.7767129768B-C3.552.1252.12515.0875230.1750.20.21748047652.1252.1250.9242920253
4A-B5.652.1252.12524.0125248.0250.20.18275599452.1252.1250.7767129768B-C3.552.1252.12515.0875230.1750.20.21748047652.1252.1250.9242920253
5A-B5.652.125012.00625224.01250.20.2377453282.12500.5052088219B-C3.552.12507.54375215.08750.20.28685316142.12500.6095629679
MAYORANDO LAS CARGASWmWvWu1ER PISOA-BEJE 13.0425EJE 24.175EJE
35.39EJE 40.3EJE 5DISEO DE LA VIGA- 3LA VIGA- 3 ES LA VIGA MAS
CRTICA , EL DISEO DE ACERO LONGITUDINAL Y ESTRIVOS DE ESTA VIGA SER
IGUAL PARA TODAS LAS VIGAS RESTANTES1.- carga muerta1.72125ton1.-
carga viva12.0142352941ton/m0.7767129768ton/m0.9242920253ton/m
1.72125ton2.5m
12.0142352941ton/m0.7767129768ton/m0.9242920253ton/m
1.72125ton2.5m12.0142352941ton/m0.7767129768ton/m0.9242920253ton/m
1.6605ton3m10.48ton/m0.970891221ton/m1.1553650317ton/m
2.5m
2.95m
5.95m3.83m5.95m3.83mABCABC24.435.97921.5158.0882.5082.0350.9781.475
2.50824.422.08535.97921.5155.7798.0882.0232.0350.9780.8921.475
2.50824.422.08535.97921.5155.7798.0882.0232.0350.9780.8921.475
3.08225.86922.08530.33914.0995.7799.9952.0232.2180.8080.8921.905
16.8835.5631.6430.762
AB25CABC32.3132.963
17.9882.34332.31336.19252.9632.809B
32.31336.192517.9882.9632.809B2.343
28.65836.1919.46317.9883.0342.8091.9262.343
30.14717.322.4992.743MOMENTO DE SISMO EN ROTURA EN LA VIGA
-3Tn-m6886-6-8-8-6
CASO 11.4CM+1.7CV38.423653.830131.7836013.3882
41.45634.358146.245221.11229.60717.2315
26.42939.0836
CASO 21.25(CM+CV) +CS39.63555.517536.1162517.95375
42.1887548.6962526.6337520.875
CASO31.25(CM+CV) -CS27.63539.517520.116255.95375
30.1887532.6962510.633758.875
CASO 40.9CM+CS27.9640.381127.363513.2792
29.282135.305120.689114.9955
CASO 50.9CM-CS15.9624.381111.36351.2792
17.282119.30514.68912.9955
ENVOLVENTE.MOMENTO DE DISEOABC38.423655.517536.1162517.95375
2 piso42.1887534.358148.6962526.633759.60720.875
1 piso26.42939.0836
1PISOSEC. VIGA"d"efect.Mu&Fc FywAs (cm,2) numero de acero a
colocarbh(Kg/Cm2)(kg/cm2)apoyo
A25504142188750.921042000.478230.48falla fragiltramo
AB25605426429300.921042000.220514.88431"Apoyo
B25605148696250.921042000.6315940.26falla fragiltramo
BC2560549083600.921042000.06874.63823/4"apoyo
C25605420875000.921042000.168211.353221"15/8"1PISOSEC. VIGA
T"d"efect.MuFc FywAs (cm,2) numero de acero a
colocarbhbhf(Kg/Cm2)(kg/cm2)apoyo
A60301051421887521042000.257226.60751"11/2"Apoyo
B60301051486962521042000.28981831.592261"11/2"ALIGERADOpt100m/cm2fc=210m/cm2s/c300m/cm2fy4220m/cm2h0.2mpp300m/cm2Momento
negativob=10cmMomento positivod=17cmb=40cmd=17cmapoyo13/8"tramo 1 a
23/8"1/2"apoyo223/8"tramo 2 a 33/8"1/2"apoyo323/8"tramo 3a
43/8"1/2"apoyo423/8"tramo 4a 53/8"1/2"apoyo53/8"
MET. COLUMNMETRADO DE CARGAS SOBRE COLUMNASEFECTO de una carga P
ubicada en el area de influencia de una columna OBSERVACION: si el
aligerado estuviera en la otra direccion, se obtendra el mismo
resultadoALIGERADOnorma E 020h=0.2mWpropio=0.3tn/mp.t
=100kg/m20.1tn/m2Wpropio=0.1tn/mS/C (piso tip)250
kg/m20.25tn/m2azotea =100kg/m20.1tn/m2VIGA
TABIQUEh=0.6me=0.15mb=0.25mh=3my=1.8tn/m2COLUMNAa=0.4mb=0.6mALTURA
DE COLUMNASH 1mer piso =3mHpiso tip. =2.5mMETRADO DE LA COLUMNA
CENTRAL ( B-4)
AREA TRIBUTARIA At (m)5.933.834.54.521.72AREA DEL ALIGRADOArea
alig.5.683.584.254.2519.6775COLUMNAMETRADO DE CARGA
MUERTAELEMENTOSALIGERADOPISO TERMIADO PESO VIGA( dentro At)PESO
PROP. COLUMNAtabiquePesopeso totaldistanciaejeWprop.A alig.W
propAtbxhAt Nro vigas.Y(tn/m3)axbHtipicoY(tn/m3)exhxYancho
tab.acL1*L2pacialP (ton)hacia
columm2tn/mm2mxmm2mxmmton/mmmmm2tonAZOTEA0.319.67750.121.720.158.882.40.242.52.49.87525
4to PISO
TPICO0.319.67750.121.720.158.882.40.242.52.40.810.83.152.626.68512.91093026981.94TABIQUES0.812.13.24.51.20961.4B0.811.83.63.831.37044386421.1540.810.83.55.930.382462057325540.810.553.15426.6850.42070826311.940.810.653.15426.6850.248600337316.54274479170.654
3ro PISO TPICO16.5427447917
2do PISO TPICO16.5427447917
1ro PISO
TPICO0.319.67750.121.720.158.882.40.2432.413.00005TABIQUES0.812.13.24.51.20961.4B0.811.83.63.831.37044386421.1540.810.83.55.930.382462057325540.810.553.15426.6850.42070826311.940.810.653.15426.6850.248600337316.63186452190.654METRADO
DE CARGA VIVAArea ributaria(At)Area influencia (Ai) segun la NTE -
020k =2AREA TRIBUTARIA DE UNA COLUMNA DE VARIOS PISOS ultimo piso
:At = 1 x At un pisopiso j:Atj= numero de pisos sobre el nivel `j x
At un pisoprimer pisoAt1 = umero total de pisosx At un
pisoREDUCCION DE CARGA VIVA AZOTEALo =0.1tn/m2REDUCCION DE CARGA
VIVA TIPICOLo =0.25tn/m2NIVELN muertaAtkAifrNvivatonm2tonAZOTEA
59.8752521.72243.440.94793169842.0589076489
426.417994791743.44286.880.74351223675.6521800237
342.960739583465.162130.320.65295105398.509258135
259.503484375286.882173.760.598965849211.0581075078
176.1353488971108.62217.20.562124544313.4302796112
ZOTANO77.8633488971130.322260.640.534929422715.6852005332
PREDIMENSIONMIENTOVALORES A UTILIZAREJESLh bhbEJESL (m)b (m)h
(m)Predimensionado (cm)VIGA1 entre A-B5.450.450.230.50.251 entre
A-B5.450.230.4525x50V-1012 entre A-B5.450.450.230.50.252 entre
A-B5.450.230.4525x50V-1013 entre A-B5.450.450.230.50.253 entre
A-B5.450.230.4525x50V-1014 entre A-B5.450.450.230.50.254 entre
A-B5.450.230.4525x50V-1015 entre A-B5.450.450.230.50.255 entre
A-B5.450.230.4525x50V-1011 entre B-C3.350.280.140.30.251 entre
B-C3.350.140.2825x30V-1022 entre B-C3.350.280.140.30.252 entre
B-C3.350.140.2825x30V-1023 entre B-C3.350.280.140.30.253 entre
B-C3.350.140.2825x30V-1024 entre B-C3.350.280.140.30.254 entre
B-C3.350.140.2825x30V-1025 entre B-C3.350.280.140.30.255 entre
B-C3.350.140.2825x30V-102VALORES A UTILIZAREJESLh bhbEJESL (m)b
(m)h (m)Predimensionado (cm)VIGAA entre 1-24.250.350.180.400.25A
entre 1-24.250.180.3525x40V-103A entre 2-34.250.350.180.400.25A
entre 2-34.250.180.3525x40V-103A entre 3-44.250.350.180.400.25A
entre 3-44.250.180.3525x40V-103A entre 4-54.250.350.180.400.25A
entre 4-54.250.180.3525x40V-103B entre 1-24.250.350.180.400.25B
entre 1-24.250.180.3525x40V-103B entre 2-34.250.350.180.400.25B
entre 2-34.250.180.3525x40V-103B entre 3-44.250.350.180.400.25B
entre 3-44.250.180.3525x40V-103B entre 4-54.250.350.180.400.25B
entre 4-54.250.180.3525x40V-103C entre 1-24.250.350.180.400.25C
entre 1-24.250.180.3525x40V-103C entre 2-34.250.350.180.400.25C
entre 2-34.250.180.3525x40V-103C entre 3-44.250.350.180.400.25C
entre 3-44.250.180.3525x40V-103C entre 4-54.250.350.180.400.25C
entre 4-54.250.180.3525x40V-103LOZA ALIGERADAla loza a disear seria
0.230.25COLUMNASdiametros0.25x 0.40