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NORMA E.020OCUPACIN O USOCARGAS REPARTIDAS1Almacenaje5002BaosIgual a la Carga Principal del Resto del rea3BibliotecasSalas de Lectura3004Salas de Almacenaje7505Corredores y Escaleras 14006Centros de EducacionAulas 3007Talleres3508Laboratorios 3009Corredores y Escaleras 240010GarajesPara Parqueo Exclusivo de Automoviles con Altura Menor de 2,40 ml25011HospitalesSalas de Operaciones Laboratorios y Areas de Servicios30012Cuartos20013Corredores y Escaleras40014HotelesCuartos20015Almacenaje y Servicios50016Corredores y Escaleras 340017Inst. PenalesZona de Habitacion20018Corredores y Escaleras40019Lugares de AsambleaCon Asientos Fijos30020Con Asientos Movibles40021Salones de Baile, Restaurantes, Museos y Gimnasios40022Graderias y Tribunas50023Corredores y Escaleras 450024OficinasOficinas25025Salas de Archivo50026Salas de Computacion35027TeatrosCorredores y Escaleras 540028Vestidores20029Cuartos de Proyeccin50030Escenario50031Tiendas50032Corredores y Escaleras 650033Viviendas20034Corredores y Escaleras 7200MaterialPeso1Albaileria de Adobe16002Albaileria de Unidades solidas18003Albaileria de unidades Huecas13504Concreto Simple de Grava23005Concreto Armado24006Mortero Armado20007Mortero de Cal y Cemento18508Mortero de Cal17009Yeso100010Agua100011Cemento en Sacos160012Tierra160013Grava y Arenas Secas 160014Losetas240015Tejas Artesanal160016Teja Industrial180017Ladrillo Pastelero160018Asbesto - Cemento2500Espesor en MetrosEspesor de Losa Superior en MetrosPeso Propio en Kg/m210.170.0528020.200.0530030.250.0535040.300.0542050.350.0547560.400.10600MATERIALPESO (kg/m3)MATERIALPESO (kg/m3)ALBAILERIA DE ADOBE1600AGUA1000ALBAILERIA DE UNIDADES HUECAS1800CEMENTO EN SACOS1600CONCRTO SIMPLE DE GRAVA1350TIERRA1600CONCRETO ARMADO2300GRAVA Y AREMAS SECAS1600MORTERO DE CEMENTO2400LOSETAS2400MORTERO DEL CAL Y CEMENTO1850TEJAS ARSANAL1600MORTERO DE CAL1700TJA INDUSTRIAL1800YESO1000LADRILLO PASTLERO1600MAMPOSTERIA DE PIEDRAS CON MORTERO DE CEMENTO-ARENA2200ASBESTO-CEMENTO2500

MATERIALPESO (kg/m2)ACABADO D PISO e=5CM100TABIQUERIA FIJA120TABIQUERIA MOVIL100

CARGA VIVA PESO (kg/m2)OFICINAS250TERRAZA100

NORMA E.030NOMENCLATURAC =Coeficiente de amplificacin ssmica.Dt = Coeficiente para estimar el periodo predominante de un edificio.hn = Altura Total de la edificacin en metrosn =Nmero de pisos del edificioNi =Sumatorio de los pesos sobre el nivel "i"P =Peso total de la edificacinPi =Peso del nivel "i"S =Factor de sueloTp =Periodo que define la plataforma del espectro para cada tipo de sueloU =Factor de uso e importanciaV =Fuerza cortante en base de estructuraZ =Factor de zona

Tabla N 1FACTORES DE ZONAZONAZ30.420.310.15Suelos CohesivosResistencia al Corte tpica enEspesor del condicin no drenada (kPa)estrato (m) (*)Blandos20.00%50.71%IRREGULAR3.00 mNIVEL 2,3,43.00 m 3.00 mNIVEL 51.50 mDIRECCIN Y2. VIGAS(b/L2)*100 %>20.00%60.12%IRREGULAR3.00 mCOLUMNAS3.00 mTOTAL27.002. IRREGULARIDAD POR DISCONTINUIDAD DE DIAFRAGMAS3.00 mSI: (AREA DE VANOS/AREA BRUTA)*100 >50.00%3.49%REGULAR3.00 m3.50 m3. IRREGULARIDAD DE MASA4.00 mSI: (Masa mayor/Masa menor) >150.00%97.96%
LUIS ANGEL: Se considerar solamente el piso 1 y 2, debido a que el piso 3 ser considerado azoteaREGULAR

VIGAS EN "X"EN CONCLUSIN LA ESTRUCTURA ES IRREGULAR POR ESQUINAS ENTRANTES

L12h (m)h (m) USARb (m)b (m) USAR5.50 m120.46 m0.45 m0.23 m0.25 mCLCULO DE LA FUERZA SSMICA EN LA BASE DE LA ESTRUCTURAUSAR 0.25 X 0.45 m2LONGITUD DE VIGASZ =0.40U=1.00VIGAS EN "Y"DIRECCION X-XEJESLONGITUDDIRECCION Y-YEJESLONGITUDS =1.40V =366.45 tonA10.45114.25C =2.50L12h (m)h (m) USARb (m)b (m) USARB15.70219.25P =1558.02 ton5.20 m120.43 m0.45 m0.23 m0.25 mC21.2025.20D21.20324.45USAR 0.25 X 0.45 m2E21.20424.45F13.30514.95Ct =35.00T =0.46TOTAL103.05 mTOTAL102.55 mTp =0.90C =2.503. COLUMNASREA EN PLANTAR =6.00C/R =0.42OKL (m)A (m)REA (m2)REA TOTAL21.2024.45518.34VANOS5.255.00-26.25DISTRIBUCIN DE LA FUERZA SSMICA EN ALTURA5.509.50-52.257.905.20-41.08USAR FORMULAUSOPESO2.552.15-5.48VIVIENDA1000.00 kg/m22.551.70-4.34NO USAR FORMULAOTROS1200.00 kg/m21.552.65-4.11REA EN PLANTA384.83 m2LA80NIVELESUSOA. COL5.35 m4.88 m80.00 kg/cm23.00OTROS1200.00 m1173.66 cm2CARGASNIVEL 1NIVEL 2NIVEL 3NIVEL 4NIVEL 5NIVELPi (ton)hi (m)Pi x hiFi (ton)Qi (ton)CARGA MUERTANIVEL 5294.54 ton16.00 m4712.64111.97 ton111.97 tonCOLUMNA CUADRADALOSA ALIGERADA0.30 ton/m2115.45 ton115.45 ton115.45 ton115.45 ton115.45 tonNIVEL 4314.23 ton13.00 m4084.9997.06 ton209.03 tonACABADOS DE PISO0.10 ton/m238.48 ton38.48 ton38.48 ton38.48 ton38.48 tonNIVEL 3314.23 ton10.00 m3142.3074.66 ton283.69 tonb = h =34.26 cm45.00 cm0.45 mTABIQUERIA FIJA0.12 ton/m246.18 ton46.18 ton46.18 ton46.18 ton46.18 tonNIVEL 2314.23 ton7.00 m2199.6152.26 ton335.95 tonVIGAS "X"2.40 ton/m327.82 ton27.82 ton27.82 ton27.82 ton27.82 tonNIVEL 1320.79 ton4.00 m1283.1630.49 ton366.44 tonCOLUMNA RECTANGULARVIGAS "Y"2.40 ton/m327.69 ton27.69 ton27.69 ton27.69 ton27.69 tonTOTAL1558.02 ton15422.70366.44 tonCOLUMNAS2.40 ton/m345.93 ton39.37 ton39.37 ton39.37 ton19.68 tonbmin= 25cm,46.95 cm80.00 cm0.80 mTOTAL301.55 ton294.99 ton294.99 ton294.99 ton275.30 tonCARGA VIVACOLUMNA CIRCULARSOBRECARGA0.20 ton/m276.97 ton76.97 ton76.97 ton76.97 ton76.97 tonTOTAL76.97 ton76.97 ton76.97 ton76.97 ton76.97 tonb = r=9.66 cm15.00 cm0.15 mPESO DE LA EDIFICACIONP=CARGA MUERTA + 0.25(CARGA VIVA)320.79 ton314.23 ton314.23 ton314.23 ton294.54 tonUSAR 0.45 X 0.45 m2TOTAL1558.02 ton

&14&UANLISIS SISMORESISTENTE

CENTRO DE MASA

CLCULO DEL CENTRO DE MASA5.25 m5.45 m5.00 m5.50 m5.00 m

4.50 m

5.20 m

4.55 m

5.20 m

2.80 m5.00 m5.50 m

ELEMENTOA (m2)X (m)Y (m)A * XA * YNL (m)A (m)121.2024.45518.3410.6012.235494.406336.7125.255.00-26.252.632.50-68.91-65.6335.509.50-52.252.754.75-143.69-248.1947.905.20-41.083.952.60-162.27-106.8152.552.15-5.481.281.08-6.99-5.8961.552.65-4.110.781.33-3.19-5.4572.551.70-4.341.280.85-5.53-3.6985.254.55-23.892.632.28-62.71-54.35TOTAL360.945041.115846.70PRIMER PISOX (CM) =13.97CM 1 =(13.97 ; 16.2)Y (CM) =16.20SEGUNDO PISOX (CM) =13.97CM 1 =(13.97 ; 16.2)Y (CM) =16.20TERCER PISOX (CM) =13.97CM 1 =(13.97 ; 16.2)Y (CM) =16.20CUARTO PISOX (CM) =13.97CM 1 =(13.97 ; 16.2)Y (CM) =16.20QUINTO PISOX (CM) =13.97CM 1 =(13.97 ; 16.2)Y (CM) =16.20

ELEM. 2ELEM. 3ELEM. 4ELEM. 5ELEM. 6ELEM. 7ELEM. 8

RIGIDEZ ABSOLUTA X

CLCULO DE LAS RIGIDECES LATERALES ABSOLUTAS (K) DE LAS COLUMNAS DIRECION X - XEJE A - A

ko=1000kv=0.35kv=0.353.00 mVIGAS X -XKk=4.35k=7.53k=4.29h (cm)b (cm)516.17 ton/cmD=0.15D=0.26D=0.154525a=0.13a=0.23a=0.13=0.31=0.61=0.31Do=28.98Do=28.98Do=28.98COLUMNASkc=1.14kc=1.14kc=1.14b (cm)h (cm)4545kv=0.35kv=0.353.00 mKk=4.35k=7.53k=4.29416.17 ton/cmD=0.15D=0.26D=0.15a=0.13a=0.23a=0.13E = 217370.65 cm2=0.31=0.61=0.31E = 217.37 ton/cm2Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14

kv=0.35kv=0.353.00 mKk=4.35k=7.53k=4.29316.17 ton/cmD=0.15D=0.26D=0.15a=0.13a=0.23a=0.13=0.31=0.61=0.31Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14



5.45 m5.50 m

EJE B - Bko=1000kv=0.36kv=0.35kv=0.383.00 mKk=4.64k=7.82k=7.82k=4.64524.92 ton/cmD=0.16D=0.27D=0.27D=0.16a=0.14a=0.24a=0.24a=0.14=0.32=0.62=0.64=0.33Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14

kv=0.36kv=0.35kv=0.383.00 mKk=4.64k=7.82k=7.82k=4.64424.92 ton/cmD=0.16D=0.27D=0.27D=0.16a=0.14a=0.24a=0.24a=0.14=0.32=0.62=0.64=0.33Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14




5.25 m5.45 m5.00 m

EJE C - C , D - D, E - Eko=1000kv=0.36kv=0.35kv=0.38kv=0.353.00 mKk=4.64k=7.82k=7.82k=7.82k=4.35532.45 ton/cmD=0.16D=0.27D=0.27D=0.27D=0.15a=0.14a=0.24a=0.24a=0.24a=0.13=0.32=0.62=0.64=0.64=0.31Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14

kv=0.36kv=0.35kv=0.38kv=0.353.00 mKk=4.64k=7.82k=7.82k=7.82k=4.35432.45 ton/cmD=0.16D=0.27D=0.27D=0.27D=0.15a=0.14a=0.24a=0.24a=0.24a=0.13=0.32=0.62=0.64=0.64=0.31Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14




5.25 m5.45 m5.00 m5.50 m

EJE F - Fko=1000kv=0.68kv=0.38kv=0.353.00 mKk=7.53k=10.43k=7.82k=4.35530.13 ton/cmD=0.26D=0.36D=0.27D=0.15a=0.23a=0.32a=0.24a=0.13=0.60=0.93=0.64=0.31Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14





2.80 m5.00 m5.50 m

RIGIDEZ ABSOLUTA Y

CLCULO DE LAS RIGIDECES LATERALES ABSOLUTAS (K) DE LAS COLUMNAS DIRECION Y - Y EJE 1 - 1ko=1000kv=0.42kv=0.37kv=0.42VIGAS X -X3.00 mh (cm)b (cm)Kk=5.22k=8.69k=8.69k=5.224525527.82 ton/cmD=0.18D=0.30D=0.30D=0.18a=0.16a=0.26a=0.26a=0.16COLUMNAS=0.37=0.69=0.69=0.37b (cm)h (cm)Do=28.98Do=28.98Do=28.98Do=28.984545kc=1.14kc=1.14kc=1.14kc=1.14

kv=0.42kv=0.37kv=0.423.00 mKk=5.22k=8.69k=8.69k=5.22E = 217370.65 cm2427.82 ton/cmD=0.18D=0.30D=0.30D=0.18E = 217.37 ton/cm2a=0.16a=0.26a=0.26a=0.16=0.37=0.69=0.69=0.37Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14




4.50 m5.20 m4.55 m

EJE 2 - 2ko=1000kv=0.38kv=0.42kv=0.37kv=0.423.00 mKk=4.64k=8.69k=8.69k=8.69k=5.22535.93 ton/cmD=0.16D=0.30D=0.30D=0.30D=0.18a=0.14a=0.26a=0.26a=0.26a=0.16=0.33=0.70=0.69=0.69=0.37Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14





5.00 m4.50 m5.20 m4.55 mEJE 2 - 2ko=1000kv=0.373.00 mKk=4.64k=4.6459.28 ton/cmD=0.16D=0.16a=0.14a=0.14=0.32=0.32Do=28.98Do=28.98kc=1.14kc=1.14

kv=0.373.00 mKk=4.64k=4.6449.28 ton/cmD=0.16D=0.16a=0.14a=0.14=0.32=0.32Do=28.98Do=28.98kc=1.14kc=1.14




5.20 m

EJE 3 - 3; 4 - 4ko=1000kv=0.38kv=0.42kv=0.37kv=0.42kv=0.373.00 mKk=4.64k=8.69k=8.69k=8.69k=8.69k=4.64544.04 ton/cmD=0.16D=0.30D=0.30D=0.30D=0.30D=0.16a=0.14a=0.26a=0.26a=0.26a=0.26a=0.14=0.33=0.70=0.69=0.69=0.69=0.32Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14

kv=0.38kv=0.42kv=0.37kv=0.42kv=0.373.00 mKk=4.64k=8.69k=8.69k=8.69k=8.69k=4.64444.04 ton/cmD=0.16D=0.30D=0.30D=0.30D=0.30D=0.16a=0.14a=0.26a=0.26a=0.26a=0.26a=0.14=0.33=0.70=0.69=0.69=0.69=0.32Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14kc=1.14




5.00 m4.50 m5.20 m4.55 m5.20 mEJE 5 - 5ko=1000kv=0.37kv=0.42kv=0.373.00 mKk=4.64k=8.69k=8.69k=4.64526.66 ton/cmD=0.16D=0.30D=0.30D=0.16a=0.14a=0.26a=0.26a=0.14=0.32=0.69=0.69=0.32Do=28.98Do=28.98Do=28.98Do=28.98kc=1.14kc=1.14kc=1.14kc=1.14





5.20 m4.55 m5.20 m

K ABSOLUTA

CUADRO DE LA RIGIDEZ LATERAL ABSOLUTADIRECCIN Y - Y Kykyi*xDISTANCIAS EN X * KyiKyi*x1223450.00 m5.25 m7.90 m10.70 m15.70 m21.20 m124.7831.4710.7638.1638.1624.46167.790.00165.2285.00408.31599.11518.551776.19227.8235.939.2844.0444.0426.66187.770.00188.6373.31471.23691.43565.191989.79327.8235.939.2844.0444.0426.66187.770.00188.6373.31471.23691.43565.191989.79427.8235.939.2844.0444.0426.66187.770.00188.6373.31471.23691.43565.191989.79527.8235.939.2844.0444.0426.66187.770.00188.6373.31471.23691.43565.191989.79DIRECCIN X - XKxkxi*yDISTANCIAS EN Y * KxiKxi*yABCDEF0.00 m5.00 m9.50 m14.70 m19.25 m24.45 m116.9623.8030.3230.3230.3225.60157.320.00119.00288.04445.70583.66625.922062.32216.1724.9232.4532.4532.4530.13168.570.00124.60308.28477.02624.66736.682271.24316.1724.9232.4532.4532.4530.13168.570.00124.60308.28477.02624.66736.682271.24416.1724.9232.4532.4532.4530.13168.570.00124.60308.28477.02624.66736.682271.24516.1724.9232.4532.4532.4530.13168.570.00124.60308.28477.02624.66736.682271.245.25 m5.45 m5.00 m5.50 mEJE A - A5.00 m

CALCULO DE Xcr; YcrEJE B - B4.50 mENTREPISOXcrYcrCR110.59 m13.11 m( 10.59 ; 13.11 )210.60 m13.47 m( 10.6 ; 13.47 )310.60 m13.47 m( 10.6 ; 13.47 )EJE C - C410.60 m13.47 m( 10.6 ; 13.47 )5.20 m510.60 m13.47 m( 10.6 ; 13.47 )

CORTANTES POR TRASLACIN EJE D - D4.55 mNIVELFiQi5111.97 ton111.97 ton497.06 ton209.03 ton374.66 ton283.69 tonEJE E - E252.26 ton335.95 ton5.20 m130.49 ton366.44 ton

EJE F - F2.80 m5.00 m5.50 m122345

1 ENTREPISO

ANLISIS DEL PRIMER ENTREPISO4.1 SISMO EN LA DIRECCIN Y - YEXCENTRICIDAD ESTRUCTURALesx =3.38

EXCENTRICIDAD ACCIDENTALeax =1.06

NO HAY INVERSION DEL MOMENTO TORSOR

EXCENTRICIDAD REGLAMENTARIAex =4.44 m

MOMENTO TORSORMty = 1626.99 ton/m

CORTANTE PRODUCIDA POR LA TORSION (Vtors)V tors =0.10*KiRi

CORTANTE PRODUCIDA POR TRASLACION (Vtras)V tras =2.18*Ki

4.2 SISMO EN LA DIRECCIN X - XEXCENTRICIDAD ESTRUCTURALesy =3.09

EXCENTRICIDAD ACCIDENTALeay =1.22


EXCENTRICIDAD REGLAMENTARIAey =4.31 m




1 ENTREPISO (2)EJEKi (ton/cm)Ri (m)Ki * Ri (T*m/cm)Ki*R^2 (T*m2/cm)SISMO EN Y - YSISMO EN X - XV tors (T)V tras (T)V diseo (T)V tors (T)V tras (T)V diseo (T)PORTICOS Y - Y124.7810.59262.422779.03-26.2454.0254.0223.62231.475.34168.05897.39-16.8168.6068.6015.12210.762.6928.9477.86-2.8923.4623.462.60338.160.114.200.460.4283.1983.61-0.38438.165.11195.00996.4419.5083.19102.69-17.55524.4610.61259.522753.5125.9553.3279.27-23.36PORTICOS X - XA16.9613.11222.352914.95-22.2420.0139.5259.53B23.808.11193.021565.38-19.3017.3755.4572.82C30.323.61109.46395.13-10.959.8570.6580.50D30.321.5948.2176.654.82-4.3470.6570.65E30.326.14186.161143.0518.62-16.7570.6570.65F25.6011.34290.303292.0529.03-26.1359.6559.65TOTAL16891.90-0.09365.78411.650.06366.57413.80

5.25 m5.45 m5.00 m5.50 mENTREPISOXcrYcrEJE A - A110.59 m13.11 m5.00 mENTREPISOXcmYcm113.97 m16.20 m

EJE B - B4.50 mDISTANCIA DISTANCIA 1 - Xcr10.59 mA - Ycr13.11 m2 - Xcr5.34 mB - Ycr8.11 m2- Xcr2.69 mC - Ycr3.61 mEJE C - C3 - Xcr0.11 mD - Ycr1.59 m5.20 m4 - Xcr5.11 mE - Ycr6.14 m5 - Xcr10.61 mF - Ycr11.34 m

EJE D - D4.55 m

EJE E - E5.20 m

EJE F - F2.80 m5.00 m5.50 m122345

CR

2 ENTREPISO

ANLISIS DEL SEGUNDO ENTREPISO4.1 SISMO EN LA DIRECCIN Y - YEXCENTRICIDAD ESTRUCTURALesx =3.37














2 ENTREPISO (2)EJEKi (ton/cm)Ri (m)Ki * Ri (T*m/cm)Ki*R^2 (T*m2/cm)SISMO EN Y - YSISMO EN X - XV tors (T)V tras (T)V diseo (T)V tors (T)V tras (T)V diseo (T)PORTICOS Y - Y127.8210.60294.893125.86-23.5949.8049.8020.64235.935.35192.231028.41-15.3864.3164.3113.4629.282.7025.0667.65-2.0016.6116.611.75344.040.104.400.440.3578.8379.18-0.31444.045.10224.601145.4817.9778.8396.80-15.72526.6610.60282.602995.5222.6147.7270.33-19.78PORTICOS X - XA16.1713.47217.812933.90-17.4215.2532.1847.43B24.928.47211.071787.78-16.8914.7749.5964.36C32.453.97128.83511.44-10.319.0264.5873.60D32.451.2339.9149.093.19-2.7964.5864.58E32.455.78187.561084.1015.00-13.1364.5864.58F30.1310.98330.833632.4826.47-23.1659.9659.96TOTAL18362.150.00336.100.00335.47374.51



EJE D - D4.55 m

EJE E - E5.20 m

EJE F - F2.80 m5.00 m5.50 m122345

CR

3 ENTREPISO

ANLISIS DEL TERCER ENTREPISO4.1 SISMO EN LA DIRECCIN Y - YEXCENTRICIDAD ESTRUCTURALesx =3.37














3 ENTREPISO (2)EJEKi (ton/cm)Ri (m)Ki * Ri (T*m/cm)Ki*R^2 (T*m2/cm)SISMO EN Y - YSISMO EN X - XV tors (T)V tras (T)V diseo (T)V tors (T)V tras (T)V diseo (T)PORTICOS Y - Y127.8210.60294.893125.86-20.6442.0142.0117.69235.935.35192.231028.41-13.4654.2554.2511.5329.282.7025.0667.65-1.7514.0114.011.50344.040.104.400.440.3166.5066.81-0.26444.045.10224.601145.4815.7266.5082.22-13.48526.6610.60282.602995.5219.7840.2660.04-16.96PORTICOS X - XA16.1713.47217.812933.90-15.2513.0727.1740.24B24.928.47211.071787.78-14.7712.6641.8754.53C32.453.97128.83511.44-9.027.7354.5262.25D32.451.2339.9149.092.79-2.3954.5254.52E32.455.78187.561084.1013.13-11.2554.5254.52F30.1310.98330.833632.4823.16-19.8550.6250.62TOTAL18362.150.00283.53-0.01283.22316.68



EJE D - D4.55 m

EJE E - E5.20 m

EJE F - F2.80 m5.00 m5.50 m122345

CR

4 ENTREPISO

ANLISIS DEL CUARTO ENTREPISO4.1 SISMO EN LA DIRECCIN Y - YEXCENTRICIDAD ESTRUCTURALesx =3.37

















EJE D - D4.55 m

EJE E - E5.20 m

EJE F - F2.80 m5.00 m5.50 m122345

CR

5 ENTREPISO

ANLISIS DEL QUINTO ENTREPISO4.1 SISMO EN LA DIRECCIN Y - YEXCENTRICIDAD ESTRUCTURALesx =3.37

















EJE D - D4.55 m

EJE E - E5.20 m

EJE F - F2.80 m5.00 m5.50 m122345

CR

V DE DISEO

CORTANTES DE DISEO (Vdis)NIVEL12345PORTICO XA59.5347.4340.2428.7615.03B72.8264.3654.5339.3420.67C80.5073.6062.2545.3924.00D70.6564.5854.5240.2421.42E70.6564.5854.5240.2421.42F59.6559.9650.6237.3619.89Y154.0249.8042.0130.8816.69268.6064.3154.2539.8821.56223.4616.6114.0110.305.57383.6179.1866.8149.1026.554102.6996.8082.2260.1133.16579.2770.3360.0443.7224.48

FUERZAS SSMICAS (Fi)NIVEL12345PORTICO XA12.107.1911.4813.7315.03B8.469.8315.1918.6720.67C6.9011.3516.8621.3924.00D6.0710.0614.2818.8221.42E6.0710.0614.2818.8221.42F0.319.3413.2617.4719.89Y14.227.7911.1314.1916.6924.2910.0614.3718.3221.5626.852.603.714.735.5734.4312.3717.7122.5526.5545.8914.5822.1126.9533.1658.9410.2916.3219.2424.48

PORTICO D

ANLISIS DEL PORTICO D - DCARGAS DE GRAVEDAD SOBRE LAS VIGASNIVEL 1 - 4CARGASEJE 1 - 1'EJE 1' - 2EJE 2 - 2'EJE 2' - 3EJE 3 - 4EJE 4 - 4'EJE 4' - 4"EJE 4" - 54.88 m2.60 m1.60 m1.60 m3.08 m3.40 m2.60 m3.40 mCARGA MUERTALOSA ALIGERADA0.30 ton/m21.46 ton0.78 ton0.48 ton0.48 ton0.92 ton1.02 ton0.78 ton1.02 tonACABADOS DE PISO0.10 ton/m20.49 ton0.26 ton0.16 ton0.16 ton0.31 ton0.34 ton0.26 ton0.34 tonTABIQUERIA FIJA0.12 ton/m20.59 ton0.31 ton0.19 ton0.19 ton0.37 ton0.41 ton0.31 ton0.41 tonPESO PROPIO DE VIGA2.40 ton/m30.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 tonTOTAL2.81 ton/m1.62 ton/m1.10 ton/m1.10 ton/m1.87 ton/m2.04 ton/m1.62 ton/m2.04 ton/mCARGA VIVASOBRECARGA0.20 ton/m20.98 ton0.52 ton0.32 ton0.32 ton0.62 ton0.68 ton0.52 ton0.68 tonTOTAL0.98 ton/m0.52 ton/m0.32 ton/m0.32 ton/m0.62 ton/m0.68 ton/m0.52 ton/m0.68 ton/mNIVEL 5CARGASEJE 1 - 1'EJE 1' - 2EJE 2 - 2'EJE 2' - 3EJE 3 - 4EJE 4 - 4'EJE 4' - 4"EJE 4" - 54.88 m2.60 m1.60 m1.60 m3.08 m3.40 m2.60 m3.40 mCARGA MUERTALOSA ALIGERADA0.30 ton/m21.46 ton0.78 ton0.48 ton0.48 ton0.92 ton1.02 ton0.78 ton1.02 tonACABADOS DE PISO0.10 ton/m20.49 ton0.26 ton0.16 ton0.16 ton0.31 ton0.34 ton0.26 ton0.34 tonTABIQUERIA FIJA0.00 ton/m20.00 ton0.00 ton0.00 ton0.00 ton0.00 ton0.00 ton0.00 ton0.00 tonPESO PROPIO DE VIGA2.40 ton/m30.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 tonTOTAL2.22 ton/m1.31 ton/m0.91 ton/m0.91 ton/m1.50 ton/m1.63 ton/m1.31 ton/m1.63 ton/mCARGA VIVASOBRECARGA0.10 ton/m20.49 ton0.26 ton0.16 ton0.16 ton0.31 ton0.34 ton0.26 ton0.34 tonTOTAL0.49 ton/m0.26 ton/m0.16 ton/m0.16 ton/m0.31 ton/m0.34 ton/m0.26 ton/m0.34 ton/m

PORTICO 3

ANLISIS DEL PORTICO 3 - 3CARGAS DE GRAVEDAD SOBRE LAS VIGASNIVEL 1 - 4CARGASEJE A - BEJE B - CEJE C - C'EJE C' - DEJE D - D'EJE D' - EEJE E - F1.60 m1.60 m2.50 m3.90 m2.20 m0.80 m3.90 mCARGA MUERTALOSA ALIGERADA0.30 ton/m20.48 ton0.48 ton0.75 ton1.17 ton0.66 ton0.24 ton1.17 tonACABADOS DE PISO0.10 ton/m20.16 ton0.16 ton0.25 ton0.39 ton0.22 ton0.08 ton0.39 tonTABIQUERIA FIJA0.12 ton/m20.19 ton0.19 ton0.30 ton0.47 ton0.26 ton0.10 ton0.47 tonPESO PROPIO DE VIGA2.40 ton/m30.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 tonTOTAL1.10 ton/m1.10 ton/m1.57 ton/m2.30 ton/m1.41 ton/m0.69 ton/m2.30 ton/mCARGA VIVASOBRECARGA0.20 ton/m20.32 ton0.32 ton0.50 ton0.78 ton0.44 ton0.16 ton0.78 tonTOTAL0.32 ton/m0.32 ton/m0.50 ton/m0.78 ton/m0.44 ton/m0.16 ton/m0.78 ton/mNIVEL 5CARGASEJE A - BEJE B - CEJE C - C'EJE C' - DEJE D - D'EJE D' - EEJE E - F1.60 m1.60 m2.50 m3.90 m2.20 m0.80 m3.90 mCARGA MUERTALOSA ALIGERADA0.30 ton/m20.48 ton0.48 ton0.75 ton1.17 ton0.66 ton0.24 ton1.17 tonACABADOS DE PISO0.10 ton/m20.16 ton0.16 ton0.25 ton0.39 ton0.22 ton0.08 ton0.39 tonTABIQUERIA FIJA0.00 ton/m20.00 ton0.00 ton0.00 ton0.00 ton0.00 ton0.00 ton0.00 tonPESO PROPIO DE VIGA2.40 ton/m30.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 ton0.27 tonTOTAL0.91 ton/m0.91 ton/m1.27 ton/m1.83 ton/m1.15 ton/m0.59 ton/m1.83 ton/mCARGA VIVASOBRECARGA0.10 ton/m20.16 ton0.16 ton0.25 ton0.39 ton0.22 ton0.08 ton0.39 tonTOTAL0.16 ton/m0.16 ton/m0.25 ton/m0.39 ton/m0.22 ton/m0.08 ton/m0.39 ton/m

A. PLACAS

DEZPLAZAMIENTOS EN PORTICOS (METODO DE MUTO)PORTICO 3 - 326.55 tonkv=0.38kv=0.42kv=0.37kv=0.42kv=0.373.00 mKk=4.64k=8.69k=8.69k=8.69k=8.69k=4.64544.04 ton/cm

26.55 ton

22.55 tonkv=0.38kv=0.42kv=0.37kv=0.42kv=0.373.00 mKk=4.64k=8.69k=8.69k=8.69k=8.69k=4.64444.04 ton/cm

49.10 ton


66.81 ton


79.18 ton


83.61 ton

5.00 m4.50 m5.20 m4.55 m5.20 mNIVELFiQi realtivo teorico (cm) realtivo real (cm) total (cm)DISTORSIONVERIFICACION realtivo real (cm)(3/4)*R4.5526.55 ton26.55 ton0.602.7032.500.0090USAR PLACASR =6.00422.55 ton49.10 ton1.115.0029.800.0167USAR PLACAS317.71 ton66.81 ton1.526.8424.800.0228USAR PLACAS212.37 ton79.18 ton1.808.1017.960.0270USAR PLACAS14.43 ton83.61 ton2.199.869.860.0247USAR PLACASPORTICO D - D21.42 tonkv=0.36kv=0.35kv=0.38kv=0.353.00 mKk=4.64k=7.82k=7.82k=7.82k=4.35532.45 ton/cm

21.42 ton

18.82 tonkv=0.36kv=0.35kv=0.38kv=0.353.00 mKk=4.64k=7.82k=7.82k=7.82k=4.35432.45 ton/cm

40.24 ton


54.52 ton


64.58 ton


70.65 ton

5.25 m5.45 m5.00 m5.50 mNIVELFiQi realtivo teorico (cm) realtivo real (cm) total (cm)DISTORSIONVERIFICACION realtivo real (cm)(3/4)*R4.5521.42 ton21.42 ton0.662.9735.560.0099USAR PLACASR =6.00418.82 ton40.24 ton1.245.5832.590.0186USAR PLACAS314.28 ton54.52 ton1.687.5627.010.0252USAR PLACAS210.06 ton64.58 ton1.998.9619.450.0299USAR PLACAS16.07 ton70.65 ton2.3310.4910.490.0262USAR PLACASCALCULO DE LONGITUD DE PLACASREA NECESARIA DE CORTEAn =66.80 m266800.78 cm2

Vc =7.68 kg/cm2

REA DE COLUMNASAc =22275.00 cm2

REA DE PLACAS =44525.78 cm24.45 m2

LONGITUD DE PLACASLONGITUD =30.00 m
LUIS ANGEL: Nota: Es muy usual el espesor de placas de 25cm 30cm para edificios de 5 pisos o ms

ASUMIENDOespesor = 0.15m

A. DINAMICO

ANLISIS DINMICODato del problemaUbicacinSullana Z =3Sistema EstructuralAporticadoN de pisosCinco3.00UsoOficinas200.00 kg/m2Concretofc=210.00 kg/cm2Acerofy=4200.00 kg/cm2Suelot=2.08 kg/cm2Profundidad mnima de desplanteDf=1.60 mAlturas1 nivelh=4.00 m2 al 5 nivelh=3.00 mTipo de SueloS3PESO DE LA EDIFICACIN (ton)MASA (ton*s2/cm)E (ton/cm2)I (cm4)H (m)K ton/cm (PARCIAL) N COLUMNASK ton/cm (TOTAL)NIVEL 1320.790.33217.37341718.754.0013.9327.00376.11NIVEL 2314.230.32217.37341718.753.0033.0127.00891.27NIVEL 3314.230.32217.37341718.753.0033.0127.00891.27NIVEL 4314.230.32217.37341718.753.0033.0127.00891.27NIVEL 5294.540.30217.37341718.753.0033.0127.00891.27m5 =0.30 ton2/cmm0.330.000.000.000.00k5 =891.27 ton/cm0.000.320.000.000.000.000.000.320.000.00m4 =0.32 ton2/cm0.000.000.000.320.00k5 =891.27 ton/cm0.000.000.000.000.30

m3 =0.32 ton2/cmk5 =891.27 ton/cmk1267.38-891.270.000.000.00-891.271782.54-891.270.000.00m2 =0.32 ton2/cm0.00-891.271782.54-891.270.00k5 =891.27 ton/cm0.000.00-891.271782.54-891.270.000.000.00-891.27891.27m1 =0.33 ton2/cmk5 =376.11 ton/cm

DETERMINACIN DE LAS FRECUENCIAS CIRCULARES Y PERIODOS[k] - w2*[m]1267.38 - w2 *0.33-891.27 - w2 *00 - w2 *00 - w2 *00 - w2 *0-891.27 - w2 *01782.54 - w2 *0.32-891.27 - w2 *00 - w2 *00 - w2 *00 - w2 *0-891.27 - w2 *01782.54 - w2 *0.32-891.27 - w2 *00 - w2 *00 - w2 *00 - w2 *0-891.27 - w2 *01782.54 - w2 *0.32-891.27 - w2 *00 - w2 *00 - w2 *00 - w2 *0-891.27 - w2 *0891.27 - w2 *0.3MATRIZ DESARROLLADA(4.8721*10^14) - [(3.3534*10^12)*(W^2)] + [(3.0237 * 10^9) * (W^4)] - [(8.7142* 10^5) * (W^6)] + [(97.3062*(W^8))] - (0.0037W^10)SOLUCION:w12 =170.12w1 =13.04 rad/segT1 =0.48 segUSARw22 =1696.45w2 =41.19 rad/segT2 =0.15 segw32 =4777.02w3 =69.12 rad/segT3 =0.09 segw42 =8452.6w4 =91.94 rad/segT4 =0.07 segw52 =11372.09w5 =106.64 rad/segT5 =0.06 segCLCULO DE LAS AMPLITUDES ()a) Para (w1)^2 = 170.121211.24-891.270.000.000.00*11=0-891.271728.10-891.270.000.00120.00-891.271728.10-891.270.00130.000.00-891.271728.10-891.27140.000.000.00-891.27840.23151211.24*11-891.27*12=1211.24*11 + -891.27*12-891.27*111728.1*12-891.27*13-891.27*11 + 1728.1*12 -891.27*13-891.27*121728.1*13-891.27*14-891.27*12 + 1728.1*13 -891.27*14-891.27*131728.1*14-891.27*15-891.27*13 + 1728.1*14 -891.27*15-891.27*14840.23*15-891.27*14 + 840.23*15111.000 cm121.367 cm131.659 cm141.861 cm151.962 cma) Para (w2)^2 = 1696.45707.55-891.270.000.000.00*21=0-891.271239.68-891.270.000.00220.00-891.271239.68-891.270.00230.000.00-891.271239.68-891.27240.000.000.00-891.27382.3425707.55*21-891.27*22=707.55*21 -891.27*22-891.27*211239.68*22-891.27*23-891.27*21 + 1239.68*22 -891.27*23-891.27*221239.68*23-891.27*24-891.27*22 + 1239.68*23 -891.27*24-891.27*231239.68*24-891.27*25-891.27*23 + 1239.68*24 -891.27*25-891.27*24382.34*25-891.27*24 + 382.34*25

211.000 cm220.878 cm230.278 cm24-0.473 cm25-0.967 cma) Para (w3)^2 = 4777.02-309.04-891.270.000.000.00*31=0-891.27253.89-891.270.000.00320.00-891.27253.89-891.270.00330.000.00-891.27253.89-891.27340.000.000.00-891.27-541.8435-309.04*31-891.27*32=-309.04*31 + -891.27*32-891.27*31253.89*32-891.27*33-891.27*31 + 253.89*32 -891.27*33-891.27*32253.89*33-891.27*34-891.27*32 + 253.89*33 -891.27*34-891.27*33253.89*34-891.27*35-891.27*33 + 253.89*34 -891.27*35-891.27*34-541.84*35-891.27*34 -541.84*35311.000 cm32-0.110 cm33-1.050 cm34-0.382 cm350.871 cmCLCULO DE LOS FACTORES DE PARTICIPACIN MODAL (F.P.M)NIVELmMODO 1MODO 2MODO 3C = 2.5(Tp/T) ; C 2.500Sa = [(Z*U*C*S)/R]*g1m*1(m)*(1^2)2m*2(m)*(2^2)3m*3(m)*(3^2)MODO 1MODO 2MODO 3MODO 1MODO 2MODO 350.301.962000.58860 1.15483 -0.96700-0.29010 0.28053 0.871000.26130 0.22759 2.5002.5002.500228.900 cm/s2228.900 cm/s2228.900 cm/s240.321.861000.59552 1.10826 -0.47300-0.15136 0.07159 -0.38200-0.12224 0.04670 30.321.659000.53088 0.88073 0.278000.08896 0.02473 -1.05000-0.33600 0.35280 20.321.367000.43744 0.59798 0.878000.28096 0.24668 -0.11000-0.03520 0.00387 10.331.000000.33000 0.33000 1.000000.33000 0.33000 1.000000.33000 0.33000 TOTAL2.48244 4.07180 TOTAL0.25846 0.95353 TOTAL0.09786 0.96096 F.P.M 10.60967 F.P.M 20.27106 F.P.M 30.10184 T1 =0.48 segZ =0.40T2 =0.15 segU =1.00T3 =0.09 segS =1.40C =2.50P =1558.02R =6.00Tp =0.90g =981.00 cm/s2FUERZAS SSMICAS (Fi)MODO 1MODO 2MODO 3F 11 =46.052F 21 =20.475F 31 =7.692F 12 =61.046F 22 =17.432F 32 =-0.821F 13 =74.086F 23 =5.519F 33 =-7.832F 14 =83.106F 24 =-9.391F 34 =-2.849F 15 =82.141F 25 =-17.999F 35 =6.091COMBINACION DE FUERZASNIVELF1F2F30.25*|Fi|0.75*(Fi^2)^1/2F (ton)F/n146.05220.4757.69218.55538.23756.7929.465261.04617.432-0.82119.82547.61967.44411.241374.0865.519-7.83221.85956.02777.88612.981483.106-9.391-2.84923.83762.76386.614.433582.141-17.9996.09126.55863.23389.79114.965CORTANTES (Qi)NIVELQ1Q2Q30.25*|Qi|0.75*(Qi^2)^1/2Q (ton)1346.43170.81625.285110.633265.873376.5062300.37950.34117.59392.078228.807320.8853239.33332.90916.77272.254181.625253.8794165.24727.3908.9450.394125.805176.199582.14117.9996.09126.55863.23389.791CORTANTE BASAL DINMICO376.51 tonCORTANTE BASAL ESTTICO363.54 ton% = 10357.00 %OKDESPLZAMIENTOS (Xi)NIVELX1X2X30.25*|xi|0.75*(xi^2)^1/2XXreal10.8200.0370.0050.2150.6160.8313.739521.1210.032-0.0010.2890.8411.135.08531.3610.010-0.0050.3441.0211.3656.142541.527-0.017-0.0020.3861.1451.5316.889551.609-0.0350.0040.4121.2071.6197.2855

COLUMNAS

ACERO EN COLUMNAS (C-1)ACERO EN COLUMNAS (C-2)ACERO EN COLUMNAS (C-3)ACERO EN COLUMNAS (C-4)ACERO EN COLUMNAS (C-5)DATOS DATOS DATOS DATOS DATOS DE SIMULACIN EN EL PROGRAMA SAP 2000 OBTENEMOS:DE SIMULACIN EN EL PROGRAMA SAP 2000 OBTENEMOS:DE SIMULACIN EN EL PROGRAMA SAP 2000 OBTENEMOS:DE SIMULACIN EN EL PROGRAMA SAP 2000 OBTENEMOS:DE SIMULACIN EN EL PROGRAMA SAP 2000 OBTENEMOS:Pu =19.84 tonPu =46.33 tonPu =43.71 tonPu =53.60 tonPu =15.60 tonMu =21.30 ton/mMu =25.19 ton/mMu =24.34 ton/mMu =24.43 ton/mMu =23.72 ton/mESPECIFICACIONES DE LOS MATERIALESESPECIFICACIONES DE LOS MATERIALESESPECIFICACIONES DE LOS MATERIALESESPECIFICACIONES DE LOS MATERIALESESPECIFICACIONES DE LOS MATERIALESf'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2PREDIMENSIONADOPREDIMENSIONADOPREDIMENSIONADOPREDIMENSIONADOPREDIMENSIONADOb =45.00 cmb =45.00 cmb =45.00 cmb =45.00 cmb =45.00 cmh =45.00 cmh =45.00 cmh =45.00 cmh =45.00 cmh =45.00 cmACERO LONGITUDINALACERO LONGITUDINALACERO LONGITUDINALACERO LONGITUDINALACERO LONGITUDINALCONSIDERANDO ACERO EN LAS 4 CARASCONSIDERANDO ACERO EN LAS 4 CARASCONSIDERANDO ACERO EN LAS 4 CARASCONSIDERANDO ACERO EN LAS 4 CARASCONSIDERANDO ACERO EN LAS 4 CARAS =0.70 =0.70 =0.7049.6684011836 =0.70 =0.70

kn =0.05kn =0.11kn =0.10kn =0.13kn =0.04

Rn =0.11Rn =0.13Rn =0.13Rn =0.13Rn =0.12

GRAFICO DEL ACIGRAFICO DEL ACIGRAFICO DEL ACIGRAFICO DEL ACIGRAFICO DEL ACI*NOTA: En el grfico del ACI la cuanta es menor al 1%; por lo tanto se usar el mnimo permitido (1%)*NOTA: En el grfico del ACI la cuanta es menor al 1%; por lo tanto se usar el mnimo permitido (1%)*NOTA: En el grfico del ACI la cuanta es menor al 1%; por lo tanto se usar el mnimo permitido (1%)*NOTA: En el grfico del ACI la cuanta es menor al 1%; por lo tanto se usar el mnimo permitido (1%)*NOTA: En el grfico del ACI la cuanta es menor al 1%; por lo tanto se usar el mnimo permitido (1%) =0.011As =22.28 cm2 =0.011As =22.28 cm2 =0.01As =20.25 cm2 =0.0105As =21.26 cm2 =0.0112As =22.68 cm2

As (recalculado)=22.80 cm2As (recalculado)=22.80 cm2As (recalculado)=22.80 cm2As (recalculado)=22.80 cm2As (recalculado)=22.80 cm2

USAR 8 3/4"USAR 8 3/4"USAR 8 3/4"USAR 8 3/4"USAR 8 3/4"ACERO TRANSVERSALa) Longitud de la zona de confinamiento (Lo)Ln =4.65 Lo =77.50 cm Lo =45.00 cmLo =77.50 cm Lo =45.00 cmb) Espaciamiento dentro de Lo (So)So =22.50 cmSo =10.00 cmSo =10.00 cm*NOTA: Como se coloca 1@ 0.05; slo se dispondra de 77.5-5 =72.50 cmy el numero de estribos (zona de confinamiento) = 72.50/10 = 7c) Espaciamiento fuera de la zona de confinamiento (espaciamiento maximo)So =30.48 cmSo =45.00 cmSo =30.00 cmSo =30.00 cmd) Espaciamiento dentro del nudo (S)USAR ESTRIBOS 1/2": [email protected]; [email protected]; [email protected] a/s

VIGAS

VIGA 101VIGA 201VIGA 301VIGA 401VIGA 501-25.48-24.13-21.46-22.89-23.53-24.47-22.99-21.09-21.62-22.70-21.73-20.20-18.45-18.91-20.15-17.95-16.60-15.02-15.45-16.59-10.72-10.74-9.25-10.09-10.09

10.7210.2710.5410.449.679.689.698.908.397.207.017.277.144.245.005.995.362.443.334.51DATOSDATOSDATOSDATOSDATOSb =25.00 cmb =25.00 cmb =25.00 cmb =25.00 cmb =25.00 cmh =45.00 cmh =45.00 cmh =45.00 cmh =45.00 cmh =45.00 cmd =39.00 cmd =39.00 cmd =39.00 cmd =39.00 cmd =39.00 cmf'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'c =210.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2f'y =4200.00 kg/cm2 min =0.0034 min =0.0034 min =0.0034 min =0.0034 min =0.0034

APOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO APOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO APOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO APOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO APOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO TRAMOAPOYO Mu (kg/cm)2548000.001072000.002413000.001027000.002146000.001054000.002289000.001044000.002353000.00Mu (kg/cm)2447000.00967000.002299000.00968000.002109000.00969000.002162000.00890000.002270000.00Mu (kg/cm)2173000.00839000.002020000.00720000.001845000.00701000.001891000.00727000.002015000.00Mu (kg/cm)1795000.00714000.001660000.00424000.001502000.00500000.001545000.00599000.001659000.00Mu (kg/cm)1072000.00536000.001074000.00244000.00925000.00333000.001009000.00451000.001009000.00Ku 67.0128.1963.4627.0156.4427.7260.2027.4661.88Ku 64.3525.4360.4625.4655.4625.4856.8623.4159.70Ku 57.1522.0653.1218.9348.5218.4449.7319.1252.99Ku 47.2118.7843.6611.1539.5013.1540.6315.7543.63Ku 28.1914.1028.246.4224.338.7626.5411.8626.540.02160.00820.02060.00780.01780.0080.01920.0080.020.02100.00720.01940.00720.01740.00720.01800.00660.01900.01800.00620.01660.00540.01480.00520.01540.00540.01640.01440.00540.01320.00320.01180.00360.01220.00420.01320.00820.00400.00820.00180.00700.00240.00760.00340.0076As (cm2)21.068.0020.097.6117.367.8018.727.8019.50As (cm2)20.487.0218.927.0216.977.0217.556.4418.53As (cm2)17.556.0516.195.2714.435.0715.025.2715.99As (cm2)14.045.2712.873.1211.513.5111.904.1012.87As (cm2)8.003.908.001.766.832.347.413.327.41As min3.3153.3153.3153.3153.3153.3153.3153.3153.315As min3.3153.3153.3153.3153.3153.3153.3153.3153.315As min3.3153.3153.3153.3153.3153.3153.3153.3153.315As min3.3153.3153.3153.3153.3153.3153.3153.3153.315As min3.3153.3153.3153.3153.3153.3153.3153.3153.315As definitivo21.068.0020.097.6117.367.8018.727.8019.50As definitivo20.487.0218.927.0216.977.0217.556.4418.53As definitivo17.556.0516.195.2714.435.0715.025.2715.99As definitivo14.045.2712.873.3211.513.5111.904.1012.87As definitivo8.003.908.003.326.833.327.413.327.41Usar8 3/4"3 3/4"8 3/4"2 3/4" + 1 5/8"5 3/4" + 2 5/8"2 3/4" + 2 5/8"5 3/4" + 1 5/8"3 3/4"5 3/4" + 3 5/8"Usar8 3/4"2 3/4" + 1 5/8"4 3/4" + 4 5/8"2 3/4" + 1 5/8"4 3/4" + 3 5/8"2 3/4" + 1 5/8"5 3/4" + 2 5/8"2 3/4" + 1 5/8"4 3/4" + 4 5/8"Usar5 3/4" + 2 5/8"2 3/4" + 1 5/8"4 3/4" + 3 5/8"2 3/4" 4 3/4" + 2 5/8"2 3/4" 4 3/4" + 2 5/8"2 3/4" 4 3/4" + 3 5/8"Usar4 3/4" + 2 5/8"2 3/4" 4 3/4" + 2 5/8"2 5/8" 4 3/4" + 2 5/8"2 5/8" 4 3/4" + 2 5/8"2 3/4" 4 3/4" + 3 5/8"Usar3 3/4" 2 5/8" 3 3/4" 2 5/8" 3 3/4" 2 5/8" 3 3/4" 2 5/8" 3 3/4" As nuevo22.808.5522.807.6818.219.6619.088.5520.19As nuevo22.807.6819.327.6817.347.6818.217.6819.32As nuevo18.217.6817.345.7015.365.7015.365.7017.34As nuevo15.365.7015.363.9615.363.9615.365.7015.36As nuevo8.553.968.553.968.553.968.553.968.55ESTRIBOSLONGITUD DE CONFINAMIENTOd =39.00 cmLc = 2d =78.00 cmCOLOCACIN DEL 1 ESTRIBO DE LA CARA INTERIOR DEL APOYO 0.05 cmLONGITUD DISPONIBLE (Ld)Ld = Lc - 0.05 =77.95 cmESPACIAMIENTO DE LA ZONA DE CONFINAMIENTO : So =9.75 cmSo =15.24 cmSo =10.00 cmSo =30.00 cmN DE ESTRIBOS =7ESPACIAMIENTO FUERA DE LA ZOA DE CONFINAMIENTO: So =19.50 cmSo =20.00 cmSo =60.00 cm

A

LOSA ALIGERADA

DATOS:SISTEMA ESTRUCTURAL: APORTICADONPISOS5.00USOOFICINAS250Kg/cm2CONCRETO280Kg/cm2ACERO4200Kg/cm2ALTURA1ER NIVEL42 Y 53METRADO DE CARGAS - PORTICO D - DCARGA MUERTAPeso del aligerado 300.00 kg/m2Acabado de piso100.00 kg/m2Tabiqueria120.00 kg/m2WD =520.00 kg/m2CARGA VIVA(S/C)Sobre carga(Oficinas)250.00 kg/m2WL =250.00 kg/m2CARGA ULTIMA1153Wu =1153.00 kg/m2CARGA REPARTIDA POR VIGUETA461.20 kg/m2ColumnaColumnaColumnaColumnaColumna-1/241/101/111/101/24VigaVigaVigaViga+1/14+1/16+1/16+1/140.455.250.455.450.455.000.455.500.45

Seccion ApoyoTramoApoyoTramoApoyoTramoApoyoTramoApoyo(-)(+)(-)(+)(-)(+)(-)(+)(-)1/241/141/101/161/111/161/101/141/240.040.070.100.060.090.060.100.070.04Wu46120.0046120.0046120.0046120.0046120.0046120.0046120.0046120.0046120.00L5.255.255.355.455.235.005.255.505.50L27.5627.5628.6229.7027.3025.0027.5630.2530.25Mu=.Wu.L52965.9490798.75132006.9785617.46114464.0872062.50127118.2599652.1458130.42b=ancho40.0040.0040.0040.0040.0040.0040.0040.0040.00bw=vigueta10.0010.0010.0010.0010.0010.0010.0010.0010.00d17.0017.0017.0017.0017.0017.0017.0017.0017.00d289.00289.00289.00289.00289.00289.00289.00289.00289.00Ku=Mu+/(b.d)7.857.416.238.62Ku=Mu-/(bw.d)18.3345.6839.6143.9920.11(Segn tabla Ku vs )0.00520.00220.01380.00200.01180.00180.01320.00240.0056As=.b.d0.881.502.351.362.011.222.241.630.95As.mim=(0,70F`c/Fy)b*d0.470.470.470.470.470.470.470.470.47Usamos As.calculado0.881.502.351.362.011.222.241.630.95Usamos As.definitivo11/2"15/8"15/8"+13/815/8"15/8"+13/811/2"15/8"+13/815/8"11/2"As.real1.271.982.691.982.691.272.691.981.27ACERO POR TEMPERATURA:

Ast.=0.0018b.tAst.=0.0018*100cm*5cm=0.9cmEspaciamiento entre varillas: S=Av*100/Ast.Usando varilla de 1/4" donde su Av=0.32cmS=0.32*100/0.90=35.5555555556redond.36cm.S 5t=5*5cm=25cmS 45 cm45cmDe los tres valores tomamos el menor S= 25cmUsar acero de temperatura 1/4" @ 0.25 cm11/2"15/8"+13/815/8"+13/815/8"+13/811/2"

0.961.61.671.671.521.521.681.011.21.251.251.141.141.26

15/8"15/8"11/2"15/8"0.454.800.455.000.454.550.455.050.45

MOMENTOS DTABLE: Element Forces - 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onMax2.4963-2.59610002.4776144-10440.5ENVOLVENTECombinationMax2.4963-1.55660003.515844-10.5441ENVOLVENTECombinationMax2.4963-0.51710004.0342444-11441.5ENVOLVENTECombinationMax2.49630.33340004.9535444-11.5442ENVOLVENTECombinationMax2.49631.18390005.3924244-12442.5ENVOLVENTECombinationMax2.49632.03440005.39244-12.5443ENVOLVENTECombinationMax2.49633.2460005.553344-13443.5ENVOLVENTECombinationMax2.49635.2210005.9848344-13.5444ENVOLVENTECombinationMax2.49637.1960005.4754744-14444.5ENVOLVENTECombinationMax2.49639.1710004.2972744-14.5445ENVOLVENTECombinationMax2.496311.1460003.5927944-15445.5ENVOLVENTECombinationMax2.496313.1210002.3685644-15.5440ENVOLVENTECombinationMin-1.436-12.3988000-15.4491244-10440.5ENVOLVENTECombinationMin-1.436-10.4238000-9.7434944-10.5441ENVOLVENTECombinationMin-1.436-8.4488000-5.0253544-11441.5ENVOLVENTECombinationMin-1.436-6.8613000-2.071244-11.5442ENVOLVENTECombinationMin-1.436-5.27380000.1443744-12442.5ENVOLVENTECombinationMin-1.436-3.68630001.9346944-12.5443ENVOLVENTECombinationMin-1.436-2.22930001.6589544-13443.5ENVOLVENTECombinationMin-1.436-1.1898000-0.0811644-13.5444ENVOLVENTECombinationMin-1.436-0.1503000-2.3410244-14444.5ENVOLVENTECombinationMin-1.4360.8892000-5.4392944-14.5445ENVOLVENTECombinationMin-1.4361.9287000-10.5185344-15445.5ENVOLVENTECombinationMin-1.4362.9682000-16.5852844-15.5450ENVOLVENTECombinationMax-0.6656-3.0573000-0.3112445-10450.5ENVOLVENTECombinationMax-0.6656-2.20230001.0036845-10.5451ENVOLVENTECombinationMax-0.6656-1.34730001.891145-11451.5ENVOLVENTECombinationMax-0.6656-0.63630003.0097845-11.5452ENVOLVENTECombinationMax-0.66560.07470003.7121545-12452.5ENVOLVENTECombinationMax-0.66560.78570004.2584545-12.5453ENVOLVENTECombinationMax-0.66561.70030004.4596845-13453.5ENVOLVENTECombinationMax-0.66563.16280004.5098345-13.5454ENVOLVENTECombinationMax-0.66564.62530003.9268145-14454.5ENVOLVENTECombinationMax-0.66566.08780002.6280545-14.5455ENVOLVENTECombinationMax-0.66567.55030001.7186745-15455.5ENVOLVENTECombinationMax-0.66569.01280000.3817845-15.5450ENVOLVENTECombinationMin-5.0234-8.8577000-10.0885845-10450.5ENVOLVENTECombinationMin-5.0234-7.3952000-6.0253445-10.5451ENVOLVENTECombinationMin-5.0234-5.9327000-2.6933645-11451.5ENVOLVENTECombinationMin-5.0234-4.7327000-0.6497645-11.5452ENVOLVENTECombinationMin-5.0234-3.53270000.8546545-12452.5ENVOLVENTECombinationMin-5.0234-2.33270002.0035645-12.5453ENVOLVENTECombinationMin-5.0234-1.17370001.7360145-13453.5ENVOLVENTECombinationMin-5.0234-0.31870000.7451245-13.5454ENVOLVENTECombinationMin-5.02340.5363000-0.6732645-14454.5ENVOLVENTECombinationMin-5.02341.3913000-2.5346445-14.5455ENVOLVENTECombinationMin-5.02342.2463000-5.9441545-15455.5ENVOLVENTECombinationMin-5.02343.1013000-10.0849145-15.5

MOMENTOS 3-3TABLE: Element Forces - FramesFrameStationOutputCaseCaseTypePV2V3TM2M3FrameElemElemStationTextmTextTextTonfTonfTonfTonf-mTonf-mTonf-mTextm10ENVOLVENTECombination-158.3105-2.92000-4.152191-10Pu Elem.11.8875ENVOLVENTECombination-153.0818-2.920001.35931-11.887513.775ENVOLVENTECombination-147.853-2.920006.87081-13.775Mmax Elem.20.225ENVOLVENTECombination-123.1393-7.2923000-9.972732-10.22521.5ENVOLVENTECombination-119.6073-7.2923000-0.675062-11.522.775ENVOLVENTECombination-116.0753-7.29230008.622612-12.77530.225ENVOLVENTECombination-91.0107-6.824000-8.571893-10.22531.5ENVOLVENTECombination-87.4787-6.8240000.128743-11.532.775ENVOLVENTECombination-83.9467-6.8240008.829373-12.77540.225ENVOLVENTECombination-58.7051-6.8398000-8.828054-10.22541.5ENVOLVENTECombination-55.1731-6.8398000-0.107344-11.542.775ENVOLVENTECombination-51.6411-6.83980008.613374-12.77550.225ENVOLVENTECombination-26.3757-8.4523000-8.87845-10.22551.5ENVOLVENTECombination-22.8437-8.45230001.898255-11.552.775ENVOLVENTECombination-19.3117-8.452300012.67495-12.77560ENVOLVENTECombination-260.36460.19460000.003736-10Pu Elem.61.8875ENVOLVENTECombination-255.13580.1946000-0.363666-11.887563.775ENVOLVENTECombination-249.9070.1946000-0.731066-13.775Mmax Elem.70.225ENVOLVENTECombination-203.63651.51110002.341837-10.22571.5ENVOLVENTECombination-200.10451.51110000.415187-11.572.775ENVOLVENTECombination-196.57251.5111000-1.511467-12.77580.225ENVOLVENTECombination-150.34430.57940000.615798-10.22581.5ENVOLVENTECombination-146.81220.5794000-0.122948-11.582.775ENVOLVENTECombination-143.28020.5794000-0.861678-12.77590.225ENVOLVENTECombination-97.11410.2480000.64649-10.22591.5ENVOLVENTECombination-93.58210.2480000.330229-11.592.775ENVOLVENTECombination-90.05010.2480000.014039-12.775100.225ENVOLVENTECombination-43.90881.43790001.5788210-10.225101.5ENVOLVENTECombination-40.37681.4379000-0.254510-11.5102.775ENVOLVENTECombination-36.84481.4379000-2.0878210-12.775110ENVOLVENTECombination-327.5044-2.3767000-3.3064411-10Pu Elem.111.8875ENVOLVENTECombination-322.2757-2.37670001.179611-11.8875113.775ENVOLVENTECombination-317.0469-2.37670005.6656511-13.775Mmax Elem.120.225ENVOLVENTECombination-256.3984-6.7763000-9.2249312-10.225121.5ENVOLVENTECombination-252.8664-6.7763000-0.5851512-11.5122.775ENVOLVENTECombination-249.3344-6.77630008.0546212-12.775130.225ENVOLVENTECombination-188.9755-6.0894000-7.5501813-10.225131.5ENVOLVENTECombination-185.4435-6.08940000.2138113-11.5132.775ENVOLVENTECombination-181.9115-6.08940007.9777913-12.775140.225ENVOLVENTECombination-121.6049-6.1393000-7.9573914-10.225141.5ENVOLVENTECombination-118.0729-6.1393000-0.1297914-11.5142.775ENVOLVENTECombination-114.5408-6.13930007.6978114-12.775150.225ENVOLVENTECombination-54.2165-7.3156000-8.2796115-10.225151.5ENVOLVENTECombination-50.6845-7.31560001.0477815-11.5152.775ENVOLVENTECombination-47.1525-7.315600010.3751615-12.775160ENVOLVENTECombination-384.61462.43080003.1274416-10Pu Elem.161.8875ENVOLVENTECombination-379.38592.4308000-1.4607616-11.8875163.775ENVOLVENTECombination-374.15712.4308000-6.0489616-13.775Mmax Elem.170.225ENVOLVENTECombination-301.3997.190500010.0190717-10.225171.5ENVOLVENTECombination-297.8677.19050000.8512217-11.5172.775ENVOLVENTECombination-294.3357.1905000-8.3166417-12.775180.225ENVOLVENTECombination-221.4996.23040007.7941218-10.225181.5ENVOLVENTECombination-217.9676.2304000-0.149718-11.5182.775ENVOLVENTECombination-214.4356.2304000-8.0935118-12.775190.225ENVOLVENTECombination-141.85486.24080008.1850919-10.225191.5ENVOLVENTECombination-138.32286.24080000.2280319-11.5192.775ENVOLVENTECombination-134.79086.2408000-7.7290319-12.775200.225ENVOLVENTECombination-62.11157.35650008.3646320-10.225201.5ENVOLVENTECombination-58.57957.3565000-1.0148620-11.5202.775ENVOLVENTECombination-55.04757.3565000-10.3943520-12.775210ENVOLVENTECombination-363.9655-3.0883000-4.0430121-10Pu Elem.211.8875ENVOLVENTECombination-358.7367-3.08830001.7861321-11.8875213.775ENVOLVENTECombination-353.508-3.08830007.6152721-13.775Mmax Elem.220.225ENVOLVENTECombination-284.9625-10.2052000-14.186722-10.225221.5ENVOLVE

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