Base Rectangular

Base Rectangular

a)Flexin Simple

Alrededor de X, Barras en YAlrededor de Y, Barras en Xf'c20Mpaf'c20MpaMux5.81kNmMuy5.81kNmb0.25mb0.25mh0.4mh0.4mMnx0.00645MNmMny0.00645MNmrec0.05mrec0.05md0.35md0.35mfs420Mpafs420Mpa

ke23.959cm2/MNke23.959cm2/MNf'c =20Mpakd2.178TODO BIEN!kd2.178TODO BIEN!qu =72.60kN/m2Presin Admisible:100kN/m2Lx =1mAs0.44cm2USA ARMADURA MINIMAAs0.44cm2USA ARMADURA MINIMALy =1mTODO BIEN!Kx =0.4mAs/m =5.83cm2/mAs/m =5.83cm2/mKy =0.4md =0.35mrec =0.05mAs min5.83cm2As min5.83cm2h =0.4mCx =0.2mCy =0.2mNu final =72.60kNNu =63kN 0.0067 0.0067Mux=5.81kNmTa bienTa bienMuy=5.81kNmmin 0.003min 0.003

Mnx=6.45kNmMny=6.45kNm

b)c)Anlisis de CortePunzonadoSep68101216202555.6510.0515.7122.6240.2162.8398.17box=0.53125mResistencia al corte del Hormign64.718.3813.0918.8533.5152.3681.81boy=0.53125m74.047.1811.2216.1628.7244.8870.12Parmetros de la base:83.536.289.8214.1425.1339.2761.36Resistencia al corte del Hormign93.145.598.7312.5722.3434.9154.54c =Lmax/Lmin102.835.037.8511.3120.1131.4249.09Vcx=138.59kN112.574.577.1410.2818.2828.5644.62Vcy=138.59kN40Centrada122.364.196.549.4216.7626.1840.91TODO BIEN!s =30Excntrica (Medianera)132.173.876.048.7015.4724.1737.76Esfuerzo de CorteTODO BIEN!20Esquinera142.023.595.618.0814.3622.4435.06151.883.355.247.5413.4020.9432.72Vux=3.63kNbo =2200mm(Permetro)161.773.144.917.0712.5719.6330.68Vuy=3.63kN171.662.964.626.6511.8318.4828.87c =1181.572.794.366.2811.1717.4527.27Vnx=4.84kN191.492.654.135.9510.5816.5325.84Vny=4.84kNVc =1147.8482284499kN201.412.513.935.6510.0515.7124.54211.352.393.745.399.5714.9623.37TODO BIEN!221.292.283.575.149.1414.2822.31Esfuerzo de Punzonado231.232.193.414.928.7413.6621.34241.182.093.274.718.3813.0920.45Pupunz=41.04kN251.132.013.144.528.0412.5719.63Pnpunz=54.72kN

Base MedianeraBase MedianeraLADO MAYOR EN "Y"a)Flexin SimpleCarga Uniforme

Alrededor de X, Barras en YAlrededor de Y, Barras en XEn Yf'c20Mpaf'c20MpaMux134.40kNmMuy26.88kNmb0.35mb0.35mh0.4mh0.4mMnx0.14933MNmMny0.02987MNmrec0.05mrec0.05md0.35md0.35mf'c =20Mpafs420Mpafs420Mpaqu =99.56kN/m2Lx =1.5mTODO BIEN!ke26.930cm2/MNke24.318cm2/MNLy =1.5mkd0.536TODO BIEN!kd1.198TODO BIEN!Kx =0.6mPresin Admisible:100kN/m2Ky =0.6mAs11.49cm2Usa esteAs2.08cm2USA ARMADURA MINIMAd =0.35mrec =0.05mAs/m =7.66cm2/mAs/m =5.44cm2/mh =0.4mCx =0.3mCy =0.3mAs min8.17cm2As min8.17cm2Nu =224kN

0.0094 0.0067Mux=134.40kNmTa bienTa bienMuy=26.88kNmmin 0.003min 0.003

Mnx=149.33kNmMny=29.87kNm

b)c)d) Como absorbes el Momento?Anlisis de CortePunzonado1) Columna

box=0.78mResistencia al corte del HormignColumna debe resistir un momento de:Con este Momento se dimensiona la columnaboy=0.78mViga a FlexotraccinParmetros de la base:Columna Fuerte - Viga Dbil:Mu =122.45kNmVerificar deslizamientos debidos a "F"Resistencia al corte del Hormignc =Lmax/LminColumna Dbil - Viga Fuerte:Mu =116.48kNmVcx =203.81kNVcy =203.81kN40CentradaH =4.5mREDIMENSIONAR!, cambiar (d)s =30Excntrica (Medianera)Esfuerzo de CorteTODO BIEN!20EsquineraH va desde punto de apoyo de zapata al centro de la viga superior

Vux =171.73kNbo =1.60m(Permetro)Vuy =37.33kN2) Tensorc =1.00Vnx =228.98kNVny =49.78kNVc =1786.9909920186kNViga Dbil:Fu =271.20kNAextra =0.72cm2

TODO BIEN!Viga Fuerte:Fu =280.80kNAextra =0.74cm2Esfuerzo de Punzonadoh1 =0.8mPupunz =193.26kNh2 =3.5m

Pnpunz =257.68kNh1 es la distancia que va desde el punto de apoyo de la zapata hasta el centro de la VEI

h2 es la distancia que va desde el centro de la VEI hasta el centro de la viga superior fuerte

La viga afectada es la del VEI que funciona como Tensor, se le debe agregar una armadura a flexin correspondiente a :

Base Esquinera

Base Combinada

Base Combinada

a)b)Flexin SimpleFlexin Simple

Alrededor de X, Barras en YAlrededor de Y, Barras en Xf'c20Mpaf'c20MpaMux139.71kNmMuy97.78kNmb0.50mb0.25mh0.4mh0.40mMnx0.15523MNmMny0.10864MNmrec0.05mrec0.05md0.35md0.35mfs420Mpafs420Mpa

ke25.912cm2/MNke27.005cm2/MNf'c =20Mpakd0.628TODO BIEN!kd0.531TODO BIEN!qu =89.41kN/m2Presin Admisible:100kN/m2Lx =2.70mAs11.49cm2Usa esteAs8.38cm2Usa esteLy =2.00mTODO BIEN!Kx =1.25mVolumen =2.16m3As/m =5.75cm2/mAs/m =3.10cm2/mKy =0.90md =0.35mrec =0.05mDist. Columna a Borde =0.9mAs min5.25cm2As min5.83cm2h =0.40mCx =0.20mN Col. =2Cy =0.20mNu =431kNNu final =482.84kN 0.0066 0.0096Mux=139.71kNmMuy=97.78kNmTa bienTa bienmin 0.003min 0.003

Mnx=155.23kNmMny=108.64kNm

b)c)Anlisis de CortePunzonadoSep68101216202555.6510.0515.7122.6240.2162.8398.17box=0.90625mResistencia al corte del Hormign64.718.3813.0918.8533.5152.3681.81boy=1.16875m74.047.1811.2216.1628.7244.8870.12Parmetros de la base:83.536.289.8214.1425.1339.2761.36Resistencia al corte del Hormign93.145.598.7312.5722.3434.9154.54c =Lmax/Lmin102.835.037.8511.3120.1131.4249.09Vcx=236.42kN112.574.577.1410.2818.2828.5644.6240Centrada122.364.196.549.4216.7626.1840.91TODO BIEN!s =30Excntrica (Medianera)132.173.876.048.7015.4724.1737.76Esfuerzo de Corte20Esquinera142.023.595.618.0814.3622.4435.06151.883.355.247.5413.4020.9432.72Vux=160.95kNbo =2.20m(Permetro)161.773.144.917.0712.5719.6330.68171.662.964.626.6511.8318.4828.87c =1.35181.572.794.366.2811.1717.4527.27Vnx=214.5955555556kN191.492.654.135.9510.5816.5325.84Vc =1147.8482284499kN201.412.513.935.6510.0515.7124.54211.352.393.745.399.5714.9623.37TODO BIEN!221.292.283.575.149.1414.2822.31Esfuerzo de Punzonado231.232.193.414.928.7413.6621.34241.182.093.274.718.3813.0920.45Pupunz=403.95kN251.132.013.144.528.0412.5719.63

Pnpunz=538.60kN

KdDeterminacin de Ke

Flexin SimpleFlexin con Fuerza Axial de Gran ExcentricidadFlexin con Fuerza Axial de Pequea Excentricidad

f'c20Mpaf'c20Mpaf'c20MpaMn19kNmMu65.25kNmMu47kNmb0.2mNu0kNNu-17kNh0.4mb0.3mb0.2m* Recordar de usar solo cuando -ye' < e < yeMn0.02111MNmh0.6mh0.4mrec0.05mrec inf.0.03mrec inf.0.03md0.35mrec sup.0.03mrec sup.0.03mfs420Mpaye0.27kNye0.17kNye'0.27mye'0.17mke24.446cm2/MNeERROR:#DIV/0!mERROR:#DIV/0!e-2.765mEs este caso, segui nomas!kd1.077Mne0.07250MNmMn0.05222MNmNn0.00000MNNn-0.01889MNAs1.47cm2d0.57md0.37mfs420Mpafs420Mpa

ke24.355cm2/MNkd1.159As =3.43cm2As' =-3.88cm2As3.10cm2USA ARMADURA MINIMA

As min5.70cm2PARA BASES4.55cm211.40cm25.70cm2

0.0033Ta bienmin 0.003

Vigas

Base Rectangular

a)Flexin Simple

En XEn Yf'c20Mpaf'c20MpaMux21.20kNmMuy66.07kNmb1mb0.35mh0.2mh0.3mMnx0.02356MNmMny0.07341MNmrec0.05mrec0.05md0.15md0.25mfs420Mpafs420Mpa

ke24.592cm2/MNke26.783cm2/MNf'c =20Mpakd0.977TODO BIEN!kd0.546TODO BIEN!qu =91.45kN/m2Presin Admisible:100kN/m2Lx =2mAs3.86cm2USA ARMADURA MINIMAAs7.87cm2Usa esteLy =2mTODO BIEN!Kx =0.85mAs/m =5.00cm2/mAs/m =3.93cm2/mKy =0.85md =0.25mrec =0.05mAs min10.00cm2As min5.83cm2h =0.3mCx =0.3mCy =0.3mNu final =365.80kNNu =337kN 0.0067 0.0090Mux=66.07kNmTa bienTa bienMuy=66.07kNmmin 0.003min 0.003

Mnx=73.41kNmMny=73.41kNm

b)c)Anlisis de CortePunzonadoSep68101216202555.6510.0515.7122.6240.2162.8398.17box=0.96875mResistencia al corte del Hormign64.718.3813.0918.8533.5152.3681.81boy=0.96875m74.047.1811.2216.1628.7244.8870.12Parmetros de la base:83.536.289.8214.1425.1339.2761.36Resistencia al corte del Hormign93.145.598.7312.5722.3434.9154.54c =Lmax/Lmin102.835.037.8511.3120.1131.4249.09Vcx=180.52kN112.574.577.1410.2818.2828.5644.62Vcy=180.52kN40Centrada122.364.196.549.4216.7626.1840.91TODO BIEN!s =30Excntrica (Medianera)132.173.876.048.7015.4724.1737.76Esfuerzo de CorteTODO BIEN!20Esquinera142.023.595.618.0814.3622.4435.06151.883.355.247.5413.4020.9432.72Vux=109.74kNbo =2200mm(Permetro)161.773.144.917.0712.5719.6330.68Vuy=109.74kN171.662.964.626.6511.8318.4828.87c =1181.572.794.366.2811.1717.4527.27Vnx=146.32kN191.492.654.135.9510.5816.5325.84Vny=146.32kNVc =819.8915917499kN201.412.513.935.6510.0515.7124.54211.352.393.745.399.5714.9623.37TODO BIEN!221.292.283.575.149.1414.2822.31Esfuerzo de Punzonado231.232.193.414.928.7413.6621.34241.182.093.274.718.3813.0920.45Pupunz=309.34kN251.132.013.144.528.0412.5719.63Pnpunz=412.45kN