Diseo de MurosDISEO DE PLACASDatos fsicos de la placaf'c =210Kg / cm2fy =4200Kg / cm2Longitud =3.15mEspesor =0.10md =2.52mhm =20.80mDesplazamiento =0.1456mInercia =26046562.5cm4Yt = L / 2 =157.5cm4Ag =3150cm2R= Fact. Reducc. Sis =4.5Drift Control =0.007EsfuerzosMu 1 piso =542Tn-mPu 1 piso =150TnVu 1 piso =34TnDatos de Diseo1.2 Mcr =152.02Tn - mhm / Lm =6.60ad =0.53adTraccin =0(1 Si tiene traccin, 0 Si no tiene traccin)Vc =19.35Tn0.085*210^.5xAcw=9.82TnVn =98.60TnValor maximo que puede resistir la seccionCuantas mnimas / ml de muroAs min h =2.50cm2Diametro (cm.)12345678910 6mm @11.31cm6 mm0.600.2830.5650.8481.1311.4141.6961.9792.2622.5452.827 8mm @20.11cm8 mm0.800.5031.0051.5082.0112.5133.0163.5194.0214.5245.027 3/8" @28.50cm3/80.950.7131.4252.1382.8503.5634.2754.9885.7006.4137.126 12mm @45.24cm12 mm1.201.1312.2623.3934.5245.6556.7867.9179.04810.17911.310 1/2" @50.67cm1/21.271.2672.5343.8005.0676.3347.6018.86710.13411.40112.6685/81.591.9793.9595.9387.9179.89711.87613.85515.83517.81419.793As min v =2.50cm23/41.912.8505.7008.55111.40114.25117.10119.95222.80225.65228.502cuanta minima =0.00251 '2.545.06710.13415.20120.26825.33530.40335.47040.53745.60450.671Acero Vertical =7.88cm2Tanteo Acero Vertical Minimonmero de capas1.008 mm0.20As v modificada2.51cm2cuantia promedio=0.0025Tanteo vertical =35.91cm2cuantia promedio=0.0114Cortantes de DiseoMn =542.75Tn-m(Dato del Momento asociado a la Carga)Factor =1.00V diseo =34.05TnVn =98.60Tn(Corte Maximo de la Seccion)OKLIMITEVc =19.35Tn(Corte que asume el concreto)Vs >= Vu/-Vc =20.65Tn(Corte que debe asumir el fierro)Vs =26.46Tn(Corte mximo que puede asumir el fierro con acero minimo)Ash correctoTanteo Acero Horizontal# Capas =1.008 mm0.20As v modificada2.51cm2Vs =26.60TnAsh correctoVerificacin de Necesitadad de elementos de borde=0.750mC de D.I. =1.14mProfundidad de Eje NeutroPrueba Lgica =REQUIERE CABEZAL O ELEMENTO DE BORDEDimension de Cabezalc/2 =0.57c-0.1lm =0.82Largo de cabezal =0.82Resistencia al Corte y friccionNu=0.9Nm81.21TnCon junta preparada1.00 Vn =197.23TnOKCon junta sin preparar0.85 Vn =167.64TnOK

Diagrama InteraDIAGRAMA DE INTERACCION DE SECCIONES RECTANGULARES Y TBf=0.00cmBw= B rectangular =10.00cmhf=0.00cmH= H rectangular =265.00cmY1=132.50cm.Y2=132.50cm.Ag=2650.00cm2Altura265.00cmf'c280.00kg/cm2fy4200.00kg/cm2571=0.85estribo0.95cmRecub4.00cmSeparacion2.54cmecu0.0030esy0.0021C113.96cmTANTEAR PARA MOMENTO ASIGNADO A LA CARGA O PARA P = CERO (COMO VIGA)C13.25C39.75C46.38C53.00C55.65C58.30C60.95C63.60C66.25C72.88C79.50C92.75C106.00C119.25C132.50C145.75C159.00C172.25C185.50C198.75C212.00C225.25C238.50C251.75C265.00a96.86cma11.26a33.79a39.42a45.05a47.30a49.56a51.81a54.06a56.31a61.94a67.58a78.84a90.10a101.36a112.63a123.89a135.15a146.41a157.68a168.94a180.20a191.46a202.73a213.99a225.25Es2000000.00kg/cm2PBrazoMCc10.00ton0.24428.40.0521.42Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc 10.00Cc2230.53ton0.027348.7305-0.1455-7.09028775Cc 226.80Cc 280.41Cc 293.82Cc 2107.22Cc 2112.58Cc 2117.94Cc 2123.30Cc 2128.66Cc 2134.02Cc 2147.43Cc 2160.83Cc 2187.63Cc 2214.44Cc 2241.24Cc 2268.05Cc 2294.85Cc 2321.66Cc 2348.46Cc 2375.27Cc 2402.07Cc 2428.88Cc 2455.68Cc 2482.49Cc 2509.29Cc 2536.10Mc193.81ton.mSiempre (+)14.32971225Mc34.01Mc92.96Mc105.82Mc117.91Mc122.54Mc127.05Mc131.44Mc135.70Mc139.85Mc149.68Mc158.76Mc174.65Mc187.53Mc197.38Mc204.22Mc208.04Mc208.84Mc206.62Mc201.38Mc193.12Mc181.84Mc167.55Mc150.23Mc129.90Mc106.55d=140.00cma/d =0.692