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