sistema piso v1.2

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CONF. SIST. DE PISOHOJA DE CALCULODOCUMENTO N:PROYECTO:CLIENTE:CONTENIDO:DISEADO POR:REVISADO POR:FECHA:Configuracin tipica del panel:a.- Dimensiones:Dimensiones del pao:X =6.00 mY =6.00 mNmero de correas a colocar:nj =2Separacin entre las correas:S =2.00 mNmero de vigas de transferencia:nt =0Longitud de las correas:Lj =6.00 mb.- Secciones de las vigas:Vigas principales en direccin X:IPE-36013Vigas principales en direccin Y:IPE-36013Vigas de transferencia:IPE-30011Vigas secundarioas (Correas):IPE-2208

Pgina &P de &NDiseo plstico de vigas de seccin mixta acero - concreto.(Nervios perpendiculares a las vigas - accin mixta total.)Viga de transferenciaCorreas

CORREASHOJA DE CALCULOxxDOCUMENTO N:XqucquVucMucVuMuVuc max =02385.67Vu max =05265.6700PROYECTO:00795.221755.222385.6705265.6720000010CLIENTE:0.120.02795.221755.222290.25-280.55502725055.04512-619.2430272Muc max =0.5-3578.51Mu max =0.5-7898.51CONTENIDO:DISEADO POR:0.240.04795.221755.222194.82-549.65882884844.41824-1213.21082880.500.50REVISADO POR:0.360.06795.221755.222099.39-807.31140484633.79136-1781.9034048Vuc min =1-2385.67Vu min =1-5265.67FECHA:0.480.08795.221755.222003.96-1053.51275524423.16448-2325.320755210100.60.1795.221755.221908.54-1288.262884212.5376-2843.46288Datos preliminares y predimensionado:0.720.12795.221755.221813.11-1511.56177924001.91072-3336.32977920.840.14795.221755.221717.68-1723.40945283791.28384-3803.9214528a.- Losa de concreto y sofito metalico:Espesor de la losa0.960.16795.221755.221622.26-1923.80590083580.65696-4246.237900891.080.18795.221755.221526.83-2112.75112323370.03008-4663.2791232- Lamina sigaldeck:CALIBRE 221101.20.2795.221755.221431.40-2290.245123159.4032-5055.04512111.320.22795.221755.221335.98-2456.28789122948.77632-5421.5358912Altura total de la losa:t =10cm121.440.24795.221755.221240.55-2610.87943682738.14944-5762.7514368Altura de las costillas:hr =3.8cm131.560.26795.221755.221145.12-2754.01975682527.52256-6078.6917568Ancho superior de las costillas:Ws =6.4cm141.680.28795.221755.221049.70-2885.70885122316.89568-6369.3568512Ancho inferior de las costillas:Wi =3.7cm151.80.3795.221755.22954.27-3005.946722106.2688-6634.74672Peso del sofito metalico:Pec =5.91Kg/m21.920.32795.221755.22858.84-3114.73336321895.64192-6874.8613632Peso del concreto:Pc =179Kg/m22.040.34795.221755.22763.42-3212.06878081685.01504-7089.7007808Resistencia del del concreto:f'c =210Kg/cm22.160.36795.221755.22667.99-3297.95297281474.38816-7279.2649728Modulo de elasticidad del concreto:Ec =218819.79Kg/cm22.280.38795.221755.22572.56-3372.38593921263.76128-7443.55393922.40.4795.221755.22477.13-3435.367681053.1344-7582.56768b.- Conectores de corte tipo esparrago:2.520.42795.221755.22381.71-3486.8981952842.50752-7696.30619522.640.44795.221755.22286.28-3526.9774848631.88064-7784.7694848- Conectores tipo:N/S - 625/30032.760.46795.221755.22190.85-3555.6055488421.25376-7847.95754882.880.48795.221755.2295.43-3572.7823872210.62688-7885.8703872Dimensiones de los esparragos:5/8" x 3"30.5795.221755.220.00-3578.5080-7898.508rea de los conectores:Asc =1.9840044248cm23.120.52795.221755.22-95.43-3572.7823872-210.62688-7885.8703872Longitud del esparrago:hs =7.5cm3.240.54795.221755.22-190.85-3555.6055488-421.25376-7847.9575488Esfuerzo ltimo del acero:Fuc =4218Kg/cm23.360.56795.221755.22-286.28-3526.9774848-631.88064-7784.76948483.480.58795.221755.22-381.71-3486.8981952-842.50752-7696.3061952c.- Propiedades y dimensiones de las correas:d.- Cargas de diseo:3.60.6795.221755.22-477.13-3435.36768-1053.1344-7582.567683.720.62795.221755.22-572.56-3372.3859392-1263.76128-7443.5539392- Perfil:IPE-220- Cargas uniformemente distribuidas:83.840.64795.221755.22-667.99-3297.9529728-1474.38816-7279.26497283.960.66795.221755.22-763.42-3212.0687808-1685.01504-7089.7007808Altura de la viga:d =220mmCarga permanente:CP =300Kg/m24.080.68795.221755.22-858.84-3114.7333632-1895.64192-6874.8613632Ancho de la viga:bfb =110mmCarga variable:CV =175Kg/m24.20.7795.221755.22-954.27-3005.94672-2106.2688-6634.74672Espesor del ala:tfb =9.2mmCarga permanente de construccin:CPc =184.91Kg/m24.320.72795.221755.22-1049.70-2885.7088512-2316.89568-6369.3568512Espesor del alma:twb =5.9mmCarga variable de construccin:Cvc =100Kg/m24.440.74795.221755.22-1145.12-2754.0197568-2527.52256-6078.6917568Momento de inercia mayor:Ix =2770cm44.560.76795.221755.22-1240.55-2610.8794368-2738.14944-5762.7514368Momento de inercia menor:Iy =205cm44.680.78795.221755.22-1335.98-2456.2878912-2948.77632-5421.5358912rea de la seccin:Ab =33.4cm24.80.8795.221755.22-1431.40-2290.24512-3159.4032-5055.04512Modulo plstico de la seccin:Zxb =285cm34.920.82795.221755.22-1526.83-2112.7511232-3370.03008-4663.2791232Modulo elstico de la seccin:Sxb =252cm35.040.84795.221755.22-1622.26-1923.8059008-3580.65696-4246.2379008Constante de torsin uniforme:J =7.0905255467cm45.160.86795.221755.22-1717.68-1723.4094528-3791.28384-3803.9214528Radio de giro menor:ryb =2.48cm5.280.88795.221755.22-1813.11-1511.5617792-4001.91072-3336.3297792Peso propio:PP =26.2Kg/m5.40.9795.221755.22-1908.54-1288.26288-4212.5376-2843.46288Longitud de las correas:Lj =6m5.520.92795.221755.22-2003.96-1053.5127552-4423.16448-2325.3207552Separacin entre las correas:S =2m5.640.94795.221755.22-2099.39-807.3114048-4633.79136-1781.90340485.760.96795.221755.22-2194.82-549.6588288-4844.41824-1213.2108288- Tipo de acero:ASTM - A 3635.880.98795.221755.22-2290.25-280.5550272-5055.04512-619.243027261795.221755.22-2385.670-5265.6720Esfuerzo de fluencia del acero:Fyb =2530Kg/cm2Esfuerzo ltimo del acero:Fub =4080Kg/cm2Modulo de elasticidad del acero:Es =2100000.00Kg/cm2Kg/cm2Verificacin del pandeo local de las vigas secundarias (secciones compactas):Alas del perfil:5.98 Cc y Cs < Cs11.64 cm0.73 cm20283.61 Kg13180.40 Kg-mCaso III: El eje neutro plstico corta el alma del perfil, ocurre cuando Ts > Cc y Cs > Cs11.64 cm25603.60 Kg-5319.99 Kg-2.64 cm13000.97 Kg-mAplica el caso II13180.40 Kg-mc.- Resistencia a la flexin:11203.34 Kg-m>OKRatico =0.717468.8951669126Diseo a corte de las vigas secundarias, para el estado limite de agotamiento resistente:- Resistencia al corte, Segn AISC-360, capitulo G.Para v =0.9011.8916250.13 Kg>5265.67 KgOKRatico =0.32Verificacin de las deflexiones para el estado lmite de servicio:a.- Calculo del momento de inercia de la seccin mixta siguiendo el metodo del limite inferior:17.90 cm43934.79 Kg7055.90cm4b.- Deflexiones:- Flecha debida a cargas permanentes durante la construccin:1.15 cm- Flecha instatanea debida a cargas permanentes en etapa de servicio:0.68 cm- Flecha instatanea debida a cargas variables en etapa de servicio:0.40 cm- Contraflecha, (Camber): =0.00 cmDeflexiones totalesDeflexin lmiteRatioEstatus1.15 cmLj / 200 =3.00 cm0.38OK1.83 cmLj / 180 =3.33 cm0.55OK2.23 cmLj / 240 =2.50 cm0.89OK0.40 cmLj / 360 =1.67 cm0.24OK

&LSistema de piso 1.0&RPgina &P de &Ncm2Diseo plstico de vigas de seccin mixta acero - concreto.(Correas - Nervios perpendiculares a la viga).VucMuc

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Tablas de diseoHOJA DE CALCULODOCUMENTO N:XX/LqucPucPucVucMucMuc'quPuPuVuMuMu'Vuc max =0.004923.26Vu max =010683.2600PROYECTO:59.080.000.0050.640.000.004923.260.000.0050.640.000.0010683.260.000.002000010CLIENTE:50.640.000.0050.640.000.004923.260.000.0050.640.000.0010683.260.000.004Muc max =0.5-9770.57Mu max =0.5-21290.57CONTENIDO:DISEADO POR:10.1750.640.000.004872.624-4897.944897.9450.640.000.0010632.624-10657.9410657.9400.500.50REVISADO POR:1.000.1750.640.000.004872.624-4897.944897.9450.640.000.0010632.624-10657.9410657.94Vuc min =1-4923.26Vu min =1-10683.26FECHA:2.000.3350.644771.344771.344821.98-9745.259745.2550.6410531.3410531.3410581.98-21265.2521265.2510102.000.3350.644771.344771.3450.64-9745.259745.2550.6410531.3410531.3450.64-21265.2521265.25Datos preliminares y predimensionado:30.5050.640.004771.340-9770.579770.5750.640.0010531.340-21290.5721290.573.000.5050.640.004771.340-9770.579770.5750.640.0010531.340-21290.5721290.57a.- Losa de concreto y encofrado colaborante:Esp. losa4.000.6750.644771.349542.69-50.64-9745.259745.2550.6410531.3421062.69-50.64-21265.2521265.2594.000.6750.644771.349542.69-4821.98-9745.259745.2550.6410531.3421062.69-10581.98-21265.2521265.25- Lamina sigaldeck:CALIBRE 2211050.8350.640.009542.69-4872.624-4897.944897.9450.640.0021062.69-10632.624-10657.9410657.94115.000.8350.640.009542.69-4872.624-4897.944897.9450.640.0021062.69-10632.624-10657.9410657.94Altura total de la losa:t =10cm126.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.00Altura de las costillas:hr =3.8cm136.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.00Ancho superior de las costillas:Wrs =6.8cm1461.0050.640.009542.69-4923.2640.00-0.0050.640.0021062.69-10683.264-0.000.00Ancho inferior de las costillas:Wrl =3.7cm156.001.0050.640.009542.69-4923.2640.00-0.0050.640.0021062.69-10683.264-0.000.00Peso del encofrado colaborante:Pec =5.91Kg/m26.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.00Peso del concreto:Pc =179Kg/m26.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.00Resistencia del del concreto:f'c =250Kg/cm261.0050.640.009542.69-4923.2640.00-0.0050.640.0021062.69-10683.264-0.000.00Modulo de elasticidad del concreto:Ec =238751.96Kg/cm26.001.0050.640.009542.69-4923.2640.00-0.0050.640.0021062.69-10683.264-0.000.006.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.00b.- Conectores de corte tipo esparrago:6.001.0050.640.009542.69-4923.260.00-0.0050.640.0021062.69-10683.26-0.000.0061.0050.640.009542.69-4