ESCALERADISEO DE ESCALERADATOS GENERALES A INGRESAR :Ancho de
escalera (b) =1.60mPeso especifico del concreto =2400.00kg/m3Paso
(P) =0.30mContrapaso (CP) =0.18mSobrecarga S/C
=600.00Kg/m2Sobrecarga Acabados =100.00Kg/m2Longitud del tramo a
evaluar (L) =3.70mLongitud del descanso (Ld) =1.60mLongitud de la
escalera (Le) =2.10mLongitud del primer apoyo (E1) =0.40mLongitud
del segundo apoyo (E2) =0.25mfc =280.00Kg/cm2fy
=4200.00Kg/cm2PREDIMENSIONAMIENTO :FORMULAt =L/20 L/25INGRESARt
=L/20 =0.19mt =L/25 =0.15mAsumir un valor para "t" =0.17mMETRADO DE
CARGAS :A) DESCANSO :CARGA MUERTA :Peso Propio =0.653Tn/mAcabados
=0.160Tn/mCm =0.813Tn/mCARGA VIVA :S/C = Cv =0.960Tn/mCARGA ULTIMA
EN DESCANSO=u1 =1,5.Cm + 1,8.Cvu1 =2.95Tn/mB) ESCALERA :CARGA
MUERTA :Peso Propio =1.092Tn/mAcabados =0.160Tn/mCm =1.252Tn/mCARGA
VIVA :S/C = Cv =0.960Tn/mCARGA ULTIMA EN ESCALERA=u2 =1,5.Cm +
1,8.Cvu2 =3.61Tn/mCALCULO DE LAS REACCIONES EN LOS APOYOS :L1
=2.300mL2 =1.725mR1 =7.02TnR2 =6.37TnEl momento maximo se encuentra
en :0.000 X 2.300X =1.945mCALCULO DEL MOMENTO MAXIMO POSITIVO :M+ u
max =6.83Tn - m;1.0, 0.9, 0.80.80M+ diseo=5.46Tn - mDISEO POR
FLEXION :CALCULO DEL PERALTE "d" :Recubrimiento =2.00cm del acero
=1/2pulgadaArea del acero =1.27cm2d =14.365cmCALCULO DEL ACERO
POSITIVO :Para flexin =0.90Dar un valor aproximado de "a" =1.16cmAs
=Mu/(.fy.(d-a/2)) =10.49cm2a =As.fy/(0,85.fc.b) =1.16cmOKAREA DE
ACERO MINIMO =0,0018.b.d =4.14cm2CUANTIA BALANCEADA (b)
=0.0283333333AREA DE ACERO MAXIMO =0,75.b.b.d =48.84cm2OBS. :Se
utilizar el rea de acero por diseo a flexinArea de acero a utilizar
=10.49cm2CALCULO DEL NUMERO DE VARILLAS :N De varillas
=9varillasSEPARACION ENTRE FIERROS :Separacin =18.84cmEscoger una
separacin aprox. =18.50cmSeparacin mxima =45.00cmSeparacin a
utilizar =18.50cmSe utilizar :91/[email protected] DEL ACERO
NEGATIVO : del acero =3/8pulgadaArea del acero =0.71cm2Apoyos
monoliticos rigidosLos apoyos son monoliticos poco rigidos1/3As-
=3.50cm2AREA DE ACERO MINIMO =0,0018.b.d =4.14cm2Area de acero a
utilizar =4.14cm2CALCULO DEL NUMERO DE VARILLAS :N De varillas
=6varillasSEPARACION ENTRE FIERROS :Separacin =30.21cmEscoger una
separacin aprox. =30.00cmSeparacin mxima =45.00cmSeparacin a
utilizar =30.00cmSe utilizar :63/[email protected] DEL ACERO POR
TEMPERATURA (REFUERZO TRANSVERSAL) : del acero =3/8pulgadaArea del
acero =0.71cm2b =100cmAst =0,0018.b.t =3.06cm2/mSEPARACION ENTRE
FIERROS :Separacin =23.2cmEscoger una separacin aprox.
=25.00cmSeparacin mxima =45.00cmSeparacin a utilizar =25.00cmSe
utilizar :3/[email protected]
ZAPATADISEO DE ZAPATA CENTRAL AISLADAFORMULAPESO
UNITARIOLARGOANCHOALTOPESOPRIMER
PISOALIGERADO0.302.2752.251.54INGRESARCOLUMNA2.400.5000.254.901.47SEGUNDO
PISOALIGERADO0.302.2752.251.54TABIQUERIA0.152.2752.250.77ACABADO0.102.2752.250.51COLUMNA2.400.5000.253.150.95S/C0.402.2752.252.05TERCER
PISOALIGERADO0.302.2752.251.54TABIQUERIA0.152.2752.250.77ACABADO0.102.2752.250.51COLUMNA2.400.5000.256.201.86S/C0.402.2752.252.05AZOTEAACABADO0.102.2752.250.51S/C0.082.2752.250.38CARGA
MUERTA(D) =11.95TnCARGA VIVA (L) =4.48TnCALCULO DEL AREA DE LA
ZAPATAP=D+L =16.43Tnt=2.00Kg/cm2Az=P/t =0.82m2Se trabajar con una
zapata de :S=1.55mT ST=1.80m2.79CALCULO DEL PERALTE EFECTIVOPu
=1,5xD + 1,8xLPu =25.99Tnu=Pu/(SxT)u=9.32Tn/m2Se asumira un peralte
efectivo de d =50.00cmVERIFICACION POR PUNZONAMIENTOCOLUMNAT1
=0.5mT2 =0.25mm =1mn =0.75mVu =Pu - u.(mxn)Vu =19.00TnTiene que
cumplir que :Vu/ VcDONDE :Para cortante =0.85fc =210Kg/cm2Para el
concreto Vc =(0,53+1,1/c).fc.bo.d 1,1.fc.bo.dc =T1/T2; c 2 Vc =
1,1.fc.bo.dbo =2.m + 2.n(permetro de los planos de falla)c =2.00bo
=3.50mVc =278.96TnEntonces :Vu/ =22.36TnOKVERIFICACION POR CORTEVu
=u.(Lv.S)Lv =0.15mVu =2.17TnTiene que cumplir que :Vu/ VcDONDE
:Para cortante =0.85fc =210Kg/cm2Vc =0,53.fc.S.dVc =59.52TnEntonces
:Vu/ =2.55TnOKDISEO POR FLEXINMu =(u.S.X2)/2X =0.65mMu =3.05Tn -
mfc =210Kg/cm2Para flexin =0.90fy =4200Kg/cm2Dar un valor
aproximado de "a"a =0.81cmAs =Mu/(.fy.(d-a/2)) =1.63cm2a
=As.fy/(0,85.fc.S)=0.25cmCambiar a` asumidoAREA DE ACERO MINIMO
=0,0018.S.d =13.95cm2OBS. :SE UTILIZARA EL AREA DE ACERO MINIMOArea
del Acero por unidad =1.27cm2 Acero de =1/2PulgadaN de varillas
=11varillasSeparacin =0.139mSeparacin mxima =0.45mOK
VIGADISEO DE VIGAS SIMPLEMENTE REFORZADADATOS GENERALES A
INGRESARAncho (b) =0.25mLongitud Libre (L) =2.25mfc =210.00Kg/cm2fy
=4200.00Kg/cm2Longitud (La) =3.50mLongitud (Lb) =3.00mSobrecarga
(S/C) =400.00Kg/m2Sobrecarga Acabados =100.00Kg/m2Tabiqueria
=150.00Kg/m2Aligerado =300.00Kg/m2Peso Especifico del Concreto
=2400.00Kg/m3Longitud mayor de viga adyacente =4.50mMETRADO DE
CARGAS :CARGA MUERTA :asumir un valor de " h " para el metrado
=0.40mPeso propio de la Viga =0.240Tn/mAligerado =0.900Tn/mAcabado
=0.325Tn/mTabiqueria =0.488Tn/mD =1.953Tn/mCARGA VIVA :L
=1.300Tn/mCARGA ULTIMA :u =1,5.D + 1,8.Lu =5.27Tn/mMOMENTOS DE
DISEO :Elegir un factor para Momento Positivo =1/10Elegir un factor
para Momento Negativo =1/11Momento ltimo Positivo =2.67Tn -
mMomento ltimo Negativo =5.46Tn - mCALCULO DE LA ALTURA DE LA
VIGARecubrimiento =4cm del acero =1/2pulgadaArea del acero
=1.27cm2Para flexin =0.90Para cortante se utilizara
=3/8pulgadaCuantia Balanceada (b) =1.0,85.fc/fy.(6000/(6000+fy))1
=0.85Cuantia Balanceada (b) =0.02125Cuantia mxima (max) =.b;
=0.75Cuantia mxima (max) =0.015940,7.fc/fy =0.00242Cuantia mnima
(min) =min =0.0033314/fy =0.00333Elegir la cuantia a utilizar ()
=0.007OKMu =.fc.b.d2.w.(1-0,59.w); w = .fy/fcd =20.98cm hmin
=26.57cmElegir una altura de Viga (h) =0.40mOKCALCULO DEL AREA DE
ACEROCALCULO DE ACERO PARA EL MOMENTO NEGATIVO :El clculo se har
para el acero distribuido en :1Capa del acero =5/8pulgadaArea del
acero =1.98cm2d =34.25cmDar un valor aproximado de "a" =4.24cmAs
=Mu/(.fy.(d-a/2)) =4.50cm2a =As.fy/(0,85.fc.b) =4.24cmOKArea de
acero minimo =2.85cm2Area de acero maximo =13.65cm2OBS. :Se
utilizar el area de acero diseado por flexinArea de acero a
utilizar =4.50cm2CALCULO DEL NMERO DE VARILLAS :N de varillas
=3varillasVERIFICACIN DE CUANTIA : =0.00694OKVERIFICACIN DEL ANCHO
DE VIGA :b =19.75cmOKSe utilizar :35/8repartida en1CapaCALCULO DE
ACERO PARA EL MOMENTO POSITIVO :El clculo se har para el acero
distribuido en :1Capa del acero =1/2pulgadaArea del acero =1.27cm2d
=34.41cmDar un valor aproximado de "a" =1.99cmAs =Mu/(.fy.(d-a/2))
=2.11cm2a =As.fy/(0,85.fc.b) =1.99cmOKArea de acero minimo
=2.86cm2Area de acero maximo =13.71cm2OBS. :Se utulizar el area de
acero minimoArea de acero a utilizar =2.86cm2CALCULO DEL NMERO DE
VARILLAS :N de varillas =3varillasVERIFICACIN DE CUANTIA :
=0.00443OKVERIFICACIN DEL ANCHO DE VIGA :b =18.8cmOKSe utilizar
:31/2repartida en1Capa
Hoja1 a utilizar =1/4pulgada240010.110.264area =0.32cm20.110.1d
=5cmsuma0.364t/mb =100cmt =10cmL1.2M =0.26208t-mDar un valor
aproximado de "a" =0.34cmAs =Mu/(.fy.(d-a/2)) =1.44cm2a
=As.fy/(0,85.fc.b) =0.34cmOKs =17.78cmArea de acero minimo
=1.80cm2se utilizara As =1.80cm2Separacin maxima
=45cm123456789101112131415161718192021222324252627282930313233!34"35#36$37%38&39'40(41)42*43+44,45-46.47/48049150251352453554655756857958:59;6063?64@65A66B67C68D69E70F71G72H73I74J75K76L77M78N79O80P81Q82R83S84T85U86V87W88X89Y90Z91[92\93]94^95_96`97a98b99c100d101e102f103g104h105i106j107k108l109m110n111o112p113q114r115s116t117u118v119w120x121y122z123{124|125}126~12712812913013113213313413513613713813914014114214314414514614714814915015115215315415515615715815916016116216316416516616716816917017117217317417517617717817918018118218318418518618718818919019119219319419519619719819920020120220320420520620720820921021121221321421521621721821922022122222322422522622722822923023123223323423523623723823924024124224324424524624724824925025125225325425525602570258025902600261026202630264026502660267026802690270027102720273027402750276027702780279028002810282028302840285028602870288028902900291029202930294029502960297029802990300030103020
VIGA TDISEO DE VIGA "T"DATOS GENERALES A INGRESAR :Luz libre de
la viga (Ln)=4.80mSeparacin libre entre vigas (Si-1)=0.30mSeparacin
libre entre vigas (Si)=0.30mAncho del alma de la viga
(bw)=0.10mEspesor del patn (hf)=0.05mPeso especifico del
concreto=2400.00Kg/m3S/C del ladrillo (S/C1)=300.00Kg/m2S/C viva
(S/C2)=300.00Kg/m2S/C de acadados (S/C3)=100.00Kg/m2S/C de muros
(S/C4)=50.00Kg/m2f'c=210.00Kg/cm2fy=4200.00Kg/cm2Altura de viga
(h)=0.20mCALCULO DEL ANCHO EFECTIVO DEL ALA (b) :Se tomara el menor
de los siguientes valores
:=1.10mFORMULAINGRESAR=0.40m=1.20m=0.40mMETRADO DE CARGAS EN LA
VIGA :CARGA MUERTA:Ladrilos huecos en la viga=0.09Tn/mPeso
propio=0.08Tn/mAcabados=0.04Tn/mMuros=0.02Tn/mCARGA
VIVA:0.12Tn/mCALCULO DE LA CARGA ULTIMA :=0.53Tn/mCALCULO DEL
MOMENTO ULTIMO :=1/11=1.11Tm-mCALCULO DEL AREA DE ACERO :El clculo
se har para el acero distribuido en :1capaRecubrimiento a
urilizar=2.00cm del acero a utilizar=1/2pulgadaPara el estribo se
utilizara =0pulgadaArea del acero=1.27cm2Para flexin =0.901
=0.85d=17.37cmCalculo del valor de "a" asumiendo que la viga actua
como un viga rectangular de ancho "b"Asumir un valor aproximado de
"a"=1.03cm=1.75cm2=1.03cmOKNOTA :La viga 'T' trabajara como como
viga rectangular de ancho 'b'CALCULO DEL AREA DE ACERO "As2"
:=6.38cm2=3.58Tn-m=-2.47Tn-mCALCULO DEL AREA DE ACERO "As1" :Asumir
un valor aproximado de "a"=-7.31cm=-3.11cm2=-7.31cmOKCALCULO DEL
ACERO TOTAL "As" :=3.27cm2AREA DE ACERO A UTILIZAR PRELIMINAR:NOTA
:=1.75cm2Esta rea calculada tendra que ser verificada segn
requerimientode cuantia mnima o cuantia mximaSe utilizar
:=21/2repartida en1CapaCALCULO DE LA CUNATIA BALANCEADA
:=0.02125=0.03671=0.01449CALCULO DE LA CUNATIA MAXIMA
:=0.75=0.01087=7.55cm2CALCULO DE LA CUNATIA MINIMA :Se tomar el
mayor valor de los siguientes valores
:=0.00276=0.00333=0.00333=2.32cm2CALCULO DE LA CUNATIA EN LA VIGA
"T" :=0.00252NOTA :SE UTILIZARA EL AREA DE ACERO MINIMA CALCULADO A
PARTIR DE LA CUANTIA MINIMAAREA A UTILIZAR EN EL DISEO=2.32cm2Se
utilizar=21/2repartida en1capa
PLACAVERIFICACION DE DISEO DE PLACASbCtTABLA: Areas de
RefuerzoDATOS GENERALES A INGRESAR :DimetroAreaAsAncho de la
columna (t)=0.20mplgcm2Altura de la columna
(L)=3.40m1/4"0.47f'c=210.00Kg/cm23/8"0.71fy=4,200.00Kg/cm21/2"1.29Es=2,100,000Kg/cm25/8"2.00ec=0.0033/4"2.84es=0.0021"5.07AsidiAsi*diESPACIAMIENTOAs1=5.70cm2d1=5.00cm28.55As2=5.70cm2d2=15.00cm85.510.00As3=5.70cm2d3=25.00cm142.510.00As4=5.70cm2d4=35.00cm199.510.00As5=5.70cm2d5=45.00cm256.510.00As6=1.42cm2d6=55.00cm78.110.00As7=1.42cm2d7=80.00cm113.625.00As8=1.42cm2d8=105.00cm149.125.00As9=1.42cm2d9=130.00cm184.625.00As10=1.42cm2d10=155.00cm220.125.00As11=1.42cm2d11=185.00cm262.730.00As12=1.42cm2d12=210.00cm298.225.00As13=1.42cm2d13=235.00cm333.725.00As14=1.42cm2d14=260.00cm369.225.00As15=1.42cm2d15=285.00cm404.725.00As16=5.70cm2d16=295.00cm1681.510.00As17=5.70cm2d17=305.00cm1738.510.00As18=5.70cm2d18=315.00cm1795.510.00As19=5.70cm2d19=325.00cm1852.510.00As20=5.70cm2d20=335.00cm1909.510.00=121045.00=340.00AREA
DE ACERO TOTAL (Ast)Ast=71.20cm2AREA DE LA SECCION BRUTA
(Ag)Ag=6,800.00cm2CENTROIDE PLASTICOEs el punto en la seccin de la
columna donde la fuerza axial acta produciendo deformaciones
iguales en todala seccin de la columna.=1.70mCONDICION DE CARGA
CONCENTRICA (CARGA AXIAL PURA)=1,500.13TnDonde:Ag = Area de la
seccin bruta (bxh)Ast = Area total del acero en la
placa1=0.85CONDICION DE FALLA BALANCEADAEs la condicin para la cual
se produce simultneamente la falla del concreto y la fluencia de la
capa exterioren tensin del
acero.=201.00cm6300PARA:As(cm2)d(cm)esTnTn-m15.705.000.0029323.94039.501025.7015.000.0027823.94037.1070=609.93Tn35.7025.000.0026323.94034.713045.7035.000.0024823.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0023323.94029.925061.4255.000.002185.9646.8586=641.06Tn71.4280.000.001815.3854.846981.42105.000.001434.2732.777391.42130.000.001063.1601.2640101.42155.000.000692.0470.3071111.42185.000.000240.712-0.1068=862.62Tn-m121.42210.00-0.00013-0.4010.1602131.42235.00-0.00051-1.5130.9836MOMENTO
NOMINAL DE LA
FALLA141.42260.00-0.00088-2.6262.3633151.42285.00-0.00125-3.7394.2994165.70295.00-0.00140-16.79420.9922=1.346m175.70305.00-0.00155-18.58025.0834185.70315.00-0.00170-20.36729.5320195.70325.00-0.00185-22.15334.3378205.70335.00-0.00200-23.94039.5010ESTADO
DE COMPRESION PURACALCULO DE LOS ESFUERZOS EN LOS
ACEROSAs(cm2)d(cm)esTnTn-m15.705.000.00323.9439.501025.7015.000.00323.9437.1070=1,213.80Tn35.7025.000.00323.9434.713045.7035.000.00323.9432.3190CARGA
AXIAL NOMINAL DE FALLA
BALANCEADA55.7045.000.00323.9429.925061.4255.000.0035.966.8586=1,210.27Tn71.4280.000.0035.965.367681.42105.000.0035.963.876691.42130.000.0035.962.3856MOMENTO
NOMINAL DE FALLA
BALANCEADA101.42155.000.0035.960.8946111.42185.000.0035.96-0.8946=-0.00Tn-m121.42210.000.0035.96-2.3856131.42235.000.0035.96-3.8766141.42260.000.0035.96-5.3676151.42285.000.0035.96-6.8586165.70295.000.00323.94-29.9250=-0.000m175.70305.000.00323.94-32.3190185.70315.000.00323.94-34.7130195.70325.000.00323.94-37.1070205.70335.000.00323.94-39.5010UN
PUNTO EN LA ZONA DE FALLA DUCTIL O FALLA FRAGILITERACIONES PARA
DIFERENTES VALORES DE "C"Asumir un valor aproximado de
"C"1PARA:C=330.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029523.94039.501025.7015.000.0028623.94037.1070=1,001.39Tn35.7025.000.0027723.94034.713045.7035.000.0026823.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0025923.94029.925061.4255.000.002505.9646.8586=1,170.18Tn71.4280.000.002275.9645.367681.42105.000.002055.9643.876691.42130.000.001825.4222.1687101.42155.000.001594.7440.7116111.42185.000.001323.931-0.5896=473.04Tn-m121.42210.000.001093.253-1.3012131.42235.000.000862.575-1.6740MOMENTO
NOMINAL DE LA
FALLA141.42260.000.000641.898-1.7079151.42285.000.000411.220-1.4029165.70295.000.000323.809-4.7608=0.404m175.70305.000.000232.720-3.6726185.70315.000.000141.632-2.3668195.70325.000.000050.544-0.8433205.70335.00-0.00005-0.5440.89782PARA:C=315.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029523.94039.501025.7015.000.0028623.94037.1070=955.87Tn35.7025.000.0027623.94034.7130CARGA
AXIAL NOMINAL DE LA
FALLA45.7035.000.0026723.94032.319055.7045.000.0025723.94029.925061.4255.000.002485.9646.8586=1,114.62Tn71.4280.000.002245.9645.367681.42105.000.002005.9643.8766MOMENTO
NOMINAL DE LA
FALLA91.42130.000.001765.2542.1016101.42155.000.001524.5440.6816111.42185.000.001243.692-0.5538=533.29Tn-m121.42210.000.001002.982-1.1928131.42235.000.000762.272-1.4768141.42260.000.000521.562-1.4058151.42285.000.000290.852-0.9798165.70295.000.000192.280-2.8500=0.478m175.70305.000.000101.140-1.5390185.70315.000.000000.0000.0000195.70325.00-0.00010-1.1401.7670205.70335.00-0.00019-2.2803.76203PARA:C=295.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029523.94039.501025.7015.000.0028523.94037.1070=895.18Tn35.7025.000.0027523.94034.713045.7035.000.0026423.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0025423.94029.925061.4255.000.002445.9646.8586=1,038.74Tn71.4280.000.002195.9645.367681.42105.000.001935.7623.745291.42130.000.001685.0042.0015MOMENTO
NOMINAL DE LA
FALLA101.42155.000.001424.2460.6368111.42185.000.001123.336-0.5004=606.50Tn-m121.42210.000.000862.578-1.0311131.42235.000.000611.820-1.1827141.42260.000.000361.061-0.9553151.42285.000.000100.303-0.3487165.70295.000.000000.0000.0000=0.584m175.70305.00-0.00010-1.2171.6433185.70315.00-0.00020-2.4353.5301195.70325.00-0.00031-3.6525.6604205.70335.00-0.00041-4.8698.03414PARA:C=277.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029523.94039.501025.7015.000.0028423.94037.1070=842.07Tn35.7025.000.0027323.94034.713045.7035.000.0026223.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0025123.94029.925061.4255.000.002415.9646.8586=970.55Tn71.4280.000.002145.9645.367681.42105.000.001865.5613.614791.42130.000.001594.7551.9020MOMENTO
NOMINAL DE LA
FALLA101.42155.000.001323.9490.5924111.42185.000.001002.982-0.4473=664.34Tn-m121.42210.000.000732.176-0.8704131.42235.000.000461.370-0.8906141.42260.000.000190.564-0.5077151.42285.00-0.00008-0.2420.2781165.70295.00-0.00019-2.2652.8307=0.684m175.70305.00-0.00030-3.5594.8042185.70315.00-0.00041-4.8537.0364195.70325.00-0.00051-6.1479.5275205.70335.00-0.00062-7.44112.27735PARA:C=227.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029323.94039.501025.7015.000.0028023.94037.1070=690.35Tn35.7025.000.0026723.94034.7130CARGA
AXIAL NOMINAL DE LA
FALLA45.7035.000.0025423.94032.319055.7045.000.0024123.94029.925061.4255.000.002275.9646.8586=762.78Tn71.4280.000.001955.8005.220181.42105.000.001624.8173.131191.42130.000.001293.8341.5336MOMENTO
NOMINAL DE LA
FALLA101.42155.000.000962.8510.4276111.42185.000.000561.671-0.2507=801.98Tn-m121.42210.000.000230.688-0.2753131.42235.00-0.00010-0.2950.1917141.42260.00-0.00043-1.2781.1502151.42285.00-0.00076-2.2612.6002165.70295.00-0.00089-10.65513.3183=1.051m175.70305.00-0.00102-12.23316.5147185.70315.00-0.00115-13.81220.0267195.70325.00-0.00129-15.39023.8545205.70335.00-0.00142-16.96827.99806PARA:C=177.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029223.94039.501025.7015.000.0027523.94037.1070=538.62Tn35.7025.000.0025823.94034.713045.7035.000.0024123.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0022423.94029.925061.4255.000.002075.9646.8586=542.36Tn71.4280.000.001654.9144.422681.42105.000.001233.6542.375191.42130.000.000802.3940.9576MOMENTO
NOMINAL DE LA
FALLA101.42155.000.000381.1340.1701111.42185.00-0.00013-0.3780.0567=883.61Tn-m121.42210.00-0.00055-1.6380.6552131.42235.00-0.00097-2.8981.8837141.42260.00-0.00139-4.1583.7422151.42285.00-0.00182-5.4186.2307165.70295.00-0.00199-23.77129.7143=1.629m175.70305.00-0.00215-23.94032.3190185.70315.00-0.00232-23.94034.7130195.70325.00-0.00249-23.94037.1070205.70335.00-0.00266-23.94039.50107PARA:C=165.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029123.94039.501025.7015.000.0027323.94037.1070=500.69Tn35.7025.000.0025523.94034.713045.7035.000.0023623.94032.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0021823.94029.925061.4255.000.002005.9646.8586=498.52Tn71.4280.000.001554.6094.147781.42105.000.001093.2532.114591.42130.000.000641.8980.7591MOMENTO
NOMINAL DE LA
FALLA101.42155.000.000180.5420.0813111.42185.00-0.00036-1.0840.1627=876.26Tn-m121.42210.00-0.00082-2.4400.9759131.42235.00-0.00127-3.7952.4669141.42260.00-0.00173-5.1514.6357151.42285.00-0.00218-5.9646.8586165.70295.00-0.00236-23.94029.9250=1.758m175.70305.00-0.00255-23.94032.3190185.70315.00-0.00273-23.94034.7130195.70325.00-0.00291-23.94037.1070205.70335.00-0.00309-23.94039.50108PARA:C=152.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0029023.94039.501025.7015.000.0027023.94037.1070=462.76Tn35.7025.000.0025123.94034.7130CARGA
AXIAL NOMINAL DE LA
FALLA45.7035.000.0023123.94032.319055.7045.000.0021123.94029.925061.4255.000.001925.7206.5775=454.65Tn71.4280.000.001434.2533.827781.42105.000.000932.7861.811291.42130.000.000441.3200.5280MOMENTO
NOMINAL DE LA
FALLA101.42155.00-0.00005-0.147-0.0220111.42185.00-0.00064-1.9070.2860=863.63Tn-m121.42210.00-0.00113-3.3731.3492131.42235.00-0.00162-4.8403.1458141.42260.00-0.00211-5.9645.3676151.42285.00-0.00261-5.9646.8586165.70295.00-0.00280-23.94029.9250=1.900m175.70305.00-0.00300-23.94032.3190185.70315.00-0.00320-23.94034.7130195.70325.00-0.00339-23.94037.1070205.70335.00-0.00359-23.94039.50109PARA:C=102.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0028523.94039.501025.7015.000.0025623.94037.1070=311.04Tn35.7025.000.0022723.94034.713045.7035.000.0019823.64831.9249CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.000.0016820.14525.180861.4255.000.001394.1464.7676=276.04Tn71.4280.000.000661.9641.767481.42105.00-0.00007-0.218-0.141891.42130.00-0.00080-2.400-0.9601MOMENTO
NOMINAL DE LA
FALLA101.42155.00-0.00154-4.582-0.6873111.42185.00-0.00241-5.9640.8946=759.39Tn-m121.42210.00-0.00315-5.9642.3856131.42235.00-0.00388-5.9643.8766141.42260.00-0.00461-5.9645.3676151.42285.00-0.00534-5.9646.8586165.70295.00-0.00563-23.94029.9250=2.751m175.70305.00-0.00593-23.94032.3190185.70315.00-0.00622-23.94034.7130195.70325.00-0.00651-23.94037.1070205.70335.00-0.00680-23.94039.501010PARA:C=52.5000cmAs(cm2)d(cm)esTnTn-m15.705.000.0027123.94039.501025.7015.000.0021423.94037.1070=159.31Tn35.7025.000.0015718.81027.2745CARGA
AXIAL NOMINAL DE LA
FALLA45.7035.000.0010011.97016.159555.7045.000.000435.1306.412561.4255.00-0.00014-0.426-0.4899=70.58Tn71.4280.00-0.00157-4.686-4.217481.42105.00-0.00300-5.964-3.8766MOMENTO
NOMINAL DE LA
FALLA91.42130.00-0.00443-5.964-2.3856101.42155.00-0.00586-5.964-0.8946111.42185.00-0.00757-5.9640.8946=542.82Tn-m121.42210.00-0.00900-5.9642.3856131.42235.00-0.01043-5.9643.8766141.42260.00-0.01186-5.9645.3676151.42285.00-0.01329-5.9646.8586165.70295.00-0.01386-23.94029.9250=7.691m175.70305.00-0.01443-23.94032.3190185.70315.00-0.01500-23.94034.7130195.70325.00-0.01557-23.94037.1070205.70335.00-0.01614-23.94039.501011PARA:C=30.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0025023.94039.501025.7015.000.0015017.95527.8303=91.04Tn35.7025.000.000505.9858.678345.7035.00-0.00050-5.985-8.0798CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.00-0.00150-17.955-22.443861.4255.00-0.00250-5.964-6.8586=-64.37Tn71.4280.00-0.00500-5.964-5.367681.42105.00-0.00750-5.964-3.876691.42130.00-0.01000-5.964-2.3856MOMENTO
NOMINAL DE LA
FALLA101.42155.00-0.01250-5.964-0.8946111.42185.00-0.01550-5.9640.8946=362.20Tn-m121.42210.00-0.01800-5.9642.3856131.42235.00-0.02050-5.9643.8766141.42260.00-0.02300-5.9645.3676151.42285.00-0.02550-5.9646.8586165.70295.00-0.02650-23.94029.9250=-5.627m175.70305.00-0.02750-23.94032.3190185.70315.00-0.02850-23.94034.7130195.70325.00-0.02950-23.94037.1070205.70335.00-0.03050-23.94039.501012PARA:C=15.0000cmAs(cm2)d(cm)esTnTn-m15.705.000.0020023.94039.501025.7015.000.000000.0000.0000=45.52Tn35.7025.00-0.00200-23.940-34.713045.7035.00-0.00400-23.940-32.3190CARGA
AXIAL NOMINAL DE LA
FALLA55.7045.00-0.00600-23.940-29.925061.4255.00-0.00800-5.964-6.8586=-181.70Tn71.4280.00-0.01300-5.964-5.367681.42105.00-0.01800-5.964-3.876691.42130.00-0.02300-5.964-2.3856MOMENTO
NOMINAL DE LA
FALLA101.42155.00-0.02800-5.964-0.8946111.42185.00-0.03400-5.9640.8946=190.59Tn-m121.42210.00-0.03900-5.9642.3856131.42235.00-0.04400-5.9643.8766141.42260.00-0.04900-5.9645.3676151.42285.00-0.05400-5.9646.8586165.70295.00-0.05600-23.94029.9250=-1.049m175.70305.00-0.05800-23.94032.3190185.70315.00-0.06000-23.94034.7130195.70325.00-0.06200-23.94037.1070205.70335.00-0.06400-23.94039.5010RESUMEN
DE CALCULOS = 0.7CORRECCION DE CPnMnPupuMu00F.
balanc.641.06862.62448.74437686570.700448.7443768657603.831955646103401,210.27-0.00847.19040.700847.1904-01,423.85-0.00996.69-0.0013301,170.18473.04819.12676363640.700819.1267636364331.12713852271,170.18473.04819.13331.1323151,114.62533.29780.232250.700780.23225373.3023940625142.81,114.62533.29780.23373.3032951,038.74606.50727.11893135590.700727.1189313559424.54825596931,038.74606.50727.12424.554277.5970.55664.34679.38781418920.700679.3878141892465.0401549683FACTOR
DE REDUCION PARA COLUMNAS CON
ESTRIBOS:970.55664.34679.39465.045227.5762.78801.98533.94781730770.700533.9478173077561.3834183714762.78801.98533.95561.386177.5542.36883.61379.65363908450.700379.6536390845618.52549091542.36883.61379.65618.537165498.52876.26348.96664090910.700348.9666409091613.3803058807498.52876.26348.97613.388152.5454.65863.63318.25240942620.700318.2524094262604.5385864972454.65863.63318.25604.549102.5276.04759.39193.2265701220.700193.226570122531.5708027229276.04759.39193.23531.571052.570.58542.8249.4040750.83158.6360463553450.979447106370.58542.8258.64450.981135-64.37362.20-45.05550.900-57.9285325.98318375-64.37362.20-57.93325.981215-181.70190.59-127.191750.900-163.53225171.5283084375-181.70190.59-163.53171.53DIAGRAMA
DE INTERACCION DE LA PLACAEN PLACAS XXCOMBINACIONPM3-3COMB
9.1241.553.020.868COMB 9.4 (S+)153.68415.8274.415COMB 9.4
(S-)257.91416.2372.947COMB 9.5 (S+)62.88297.4074.072COMB 9.5
(S-)167.10416.1473.289EN PLACAS YYCOMBINACIONPM3-3COMB
9.1202.891.640.472COMB 9.4 (S+)80.71449.3975.285COMB 9.4
(S-)266.35449.6274.449COMB 9.5 (S+)64.96449.4275.156COMB 9.5
(S-)192.13449.5974.579RESULATADOS DEL SAP2000EN PLACAS
XXPM3V2TonfTonf-mTonfCOMB 9.1-241.550-3.0190.868COMB 9.4
(S+)-153.681415.82374.415COMB 9.4 (S-)-257.908-416.232-72.947COMB
9.5 (S+)-62.877297.40374.072COMB 9.5 (S-)-167.103-416.137-73.289EN
PLACAS YYPM3V2TonfTonf-mTonfCOMB 9.1-202.895-1.6440.472COMB 9.4
(S+)-80.712449.38975.285COMB 9.4 (S-)-266.345-449.622-74.449COMB
9.5 (S+)-64.958449.42575.156COMB 9.5
(S-)-192.129-449.586-74.579
PLACA
(Mu,Pu)(Mn,Pn)PUNTOPUNTOSF. balanc.momentos( Ton-m)carga axial
(Ton)
Hoja2VERIFICACION DE DISEO DE COLUMNADATOS GENERALES A INGRESAR
:Ancho de la columna (b)=0.30mAltura de la columna
(h)=0.50mf'c=210.00Kg/cm2fy=4,200.00Kg/cm2Dimetro del
estribo=3/8pulgadaAs1=8.52cm2As2=5.70cm2As3=5.70cm2Acero en la capa
exterior en tensin
(As4)=8.52cm2d1=6.22cmd2=18.22cmd3=31.78cmd4=43.78cmAREA DE ACERO
TOTAL (Ast)Ast=28.44cm2TABLA: Areas de RefuerzoDimetroAreaAREA DE
LA SECCION BRUTA
(Ag)As0.0230plgcm2Ag=1,500.00cm20.02537.51/4"0.470.0233/8"0.71CENTROIDE
PLASTICO1/2"1.295/8"2.00Es el punto en la seccin de la columna
donde la fuerza axial acta produciendo deformaciones iguales en
toda3/4"2.8410.613.20la seccin de la
columna.1"5.0767.4034.08=0.25mCONDICION DE CARGA CONCENTRICA (CARGA
AXIAL PURA)=382.12TnDonde:Ag = Area de la seccin bruta (bxh)Ast =
Area total del acero en la columna.CONDICION DE FALLA BALANCEADAEs
la condicin para la cual se produce simultneamente la falla del
concreto y la fluencia de la capa exterioren tensin del
acero.=25.75cm1=0.85=21.89cmCALCULO DE LOS ESFUERZOS EN LOS
ACEROS=4.200Tn/cm2ACTUA EN COMPRENSION=1.755Tn/cm2ACTUA EN
COMPRENSION=-1.404Tn/cm2ACTUA EN TENSION=-4.200Tn/cm2ACTUA EN
TENSIONCALCULO DE LAS FUERZAS EN EL ACERO Y EN EL
CONCRETO=35.78Tn=10.00Tn=-8.00Tn=-35.78Tn=117.22Tn=119.22TnCARGA
AXIAL NOMINAL DE FALLA BALANCEADA=31.14Tn-mMOMENTO NOMINAL DE FALLA
BALANCEADA=0.261mUN PUNTO EN LA ZONA DE FALLA DUCTIL O FALLA
FRAGILFALLA DUCTILFALLA FRAGILITERACIONES PARA DIFERENTES VALORES
DE "C"Asumir un valor aproximado de "C"PARA:C=15.0000cmFALLA
DUCTIL=3.512Tn/cm2=29.92TnACTUA EN
COMPRESION=-1.288Tn/cm2=-7.34TnACTUA EN
TENSION=4.200Tn/cm2=23.94TnACTUA EN
COMPRESION=4.200Tn/cm2=35.78TnACTUA EN
COMPRESION=68.28Tn=150.58TnCARGA AXIAL NOMINAL DE
FALLA=27.18Tm-mMOMENTO NOMINAL DE FALLA=0.180mPARA:C=4.0000cmFALLA
DUCTIL=-3.330Tn/cm2=-28.37TnACTUA EN
TENSION=4.200Tn/cm2=23.94TnACTUA EN
COMPRESION=4.200Tn/cm2=23.94TnACTUA EN
COMPRESION=4.200Tn/cm2=35.78TnACTUA EN
COMPRESION=18.21Tn=73.50TnCARGA AXIAL NOMINAL DE
FALLA=19.54Tm-mMOMENTO NOMINAL DE FALLA=0.266mPARA:C=30.0000cmFALLA
FRAGIL=4.200Tn/cm2=35.78TnACTUA EN
COMPRESION=2.356Tn/cm2=13.43TnACTUA EN
COMPRESION=-0.356Tn/cm2=-2.03TnACTUA EN
TENSION=-2.756Tn/cm2=-23.48TnACTUA EN
TENSION=136.55Tn=160.26TnCARGA AXIAL NOMINAL DE
FALLA=28.91Tm-mMOMENTO NOMINAL DE FALLA=0.180mPARA:C=35.0000cmFALLA
FRAGIL=4.200Tn/cm2=35.78TnACTUA EN
COMPRESION=2.877Tn/cm2=16.40TnACTUA EN
COMPRESION=0.552Tn/cm2=3.15TnACTUA EN
COMPRESION=-1.505Tn/cm2=-12.82TnACTUA EN
TENSION=159.31Tn=201.81TnCARGA AXIAL NOMINAL DE
FALLA=26.58Tm-mMOMENTO NOMINAL DE FALLA=0.132mRESUMEN GENERAL DE
DATOSORDENAR LOS DATOS DE MAYOR A MENOR ACORDE A LA CARGA
AXIALCMnPneCMnPncmTn-mTnmcmTn-mTn0.000382.1210.0000.0000.000418.07425.75331.137119.2210.26135.00031.373213.86015.00027.177150.5810.18010.00033.651185.0544.00019.53773.4990.26630.00034.745166.71030.00028.906160.2550.18025.75338.188119.22135.00026.584201.8140.1324.00025.85877.388
Hoja2
Hoja3EN PLACAS XXEN PLACAS YYCOMBINACIONCOMB 9.1-241.55-3.02COMB
9.1-202.89-1.64COMB 9.4 (S+)-153.68415.82COMB 9.4
(S+)-80.71449.39COMB 9.4 (S-)-257.91-416.23COMB 9.4
(S-)-266.35-449.62COMB 9.5 (S+)-62.88415.92COMB 9.5
(S+)-6.50449.42COMB 9.5 (S-)-167.10-416.14COMB 9.5
(S-)-192.13-449.59COMB 9.1-206.302.48COMB 9.1-174.29-1.54COMB 9.4
(S+)-130.40207.34COMB 9.4 (S+)-68.65235.67COMB 9.4
(S-)-221.29-203.15COMB 9.4 (S-)-229.56-233.41COMB 9.5
(S+)-53.10206.35COMB 9.5 (S+)-5.01235.33COMB 9.5
(S-)-143.98-204.13COMB 9.5 (S-)-165.92-233.76COMB
9.1-170.87-2.58COMB 9.1-144.57-1.71COMB 9.4 (S+)-108.69107.59COMB
9.4 (S+)-59.12126.60COMB 9.4 (S-)-182.77-103.68COMB 9.4
(S-)-188.35-124.09COMB 9.5 (S+)-44.93106.69COMB 9.5
(S+)-6.52126.19COMB 9.5 (S-)-119.00-104.58COMB 9.5
(S-)-135.75-124.49COMB 9.1-135.11-2.62COMB 9.1-114.47-1.80COMB 9.4
(S+)-87.27-77.93COMB 9.4 (S+)-50.00-74.01COMB 9.4
(S-)-143.3973.46COMB 9.4 (S-)-146.0970.85COMB 9.5
(S+)-37.18-76.93COMB 9.5 (S+)-8.57-73.47COMB 9.5
(S-)-93.3074.47COMB 9.5 (S-)-104.6671.39COMB 9.1-99.112.57COMB
9.1-83.95-1.88COMB 9.4 (S+)-65.12-100.59COMB 9.4
(S+)-39.25-101.56COMB 9.4 (S-)-104.3596.01COMB 9.4
(S-)-104.7498.26COMB 9.5 (S+)-28.78-99.58COMB 9.5
(S+)-9.15-100.99COMB 9.5 (S-)-68.0097.02COMB 9.5
(S-)-74.6498.83COMB 9.1-62.97-2.87COMB 9.1-53.20-2.05COMB 9.4
(S+)-41.82-98.55COMB 9.4 (S+)-26.05-102.21COMB 9.4
(S-)-66.2193.66COMB 9.4 (S-)-65.4598.62COMB 9.5
(S+)-19.27-97.47COMB 9.5 (S+)-7.37-101.58COMB 9.5
(S-)-43.6694.74COMB 9.5 (S-)-46.7799.24COMB 9.1-26.65-5.03COMB
9.1-22.08-3.62COMB 9.4 (S+)-16.90-53.62COMB 9.4 (S+)-9.71-56.73COMB
9.4 (S-)-29.3944.85COMB 9.4 (S-)-28.6650.39COMB 9.5
(S+)-8.23-52.04COMB 9.5 (S+)-2.55-55.64COMB 9.5 (S-)-20.7246.43COMB
9.5 (S-)-21.5051.48
Hoja4DATOS=t=20cmb=340cmf'c=210kg/cm2fy=4200kg/cm2R=7EN PLACAS
YYCOMBINACIONESPM3=MuaV2=VuaMnMn/MuaVua(Mn/Mua)TonfTonf-mTonfTonf-mTonf-mCOMB
9.1202.8951.6440.47269073.3068COMB 9.4
(S+)80.712449.38975.285550.0001.223884883492.1406630034COMB 9.4
(S-)266.345449.622-74.449735.0001.6347070685-121.7029604256COMB 9.5
(S+)64.958449.42575.156540.0001.201535642790.302132145COMB 9.5
(S-)192.129449.586-74.579678.0001.508055284-112.4695566344Vumax=-121.7029604256CALCULO
DEL CORTANTE NOMINAL DEL CONCRETOVn=204.9660326981tonCONTRIBUCION
DEL CONCRETO A LA RESISTENCIA DEL CORTE
(Vc)Ag=6800cm2Ig=65506666.6666667cm4Yt=170cm2f'c=28.9827534924kg/cm2COMBINACIONESt=1.2McrTonfTonf-mTonfTonf-mPLACAS
EN X-XCOMB
9.1241.55033.01930.8679720-34.738557958528.9827534924Ok!!111.680210124COMB
9.4
(S+)153.6812415.822874.414863085.312322664428.9827534924NP!111.680210124Ok!COMB
9.4
(S-)257.9075416.232372.946673870.091194636728.9827534924NP!111.680210124Ok!COMB
9.5
(S+)62.8768297.402974.072253067.934092560628.9827534924NP!111.680210124Ok!COMB
9.5
(S-)167.1031416.136873.289364083.41998356428.9827534924NP!111.680210124Ok!PLACAS
EN Y-YCOMB
9.1202.89481.64360.4724690-29.410943771628.9827534924Ok!!111.680210124COMB
9.4
(S+)80.7121449.388775.2854550104.753930795828.9827534924NP!111.680210124Ok!COMB
9.4
(S-)266.3451449.621874.449473577.515471453328.9827534924NP!111.680210124Ok!COMB
9.5
(S+)64.9580449.424975.1556540107.080104671328.9827534924NP!111.680210124Ok!COMB
9.5
(S-)192.1287449.585674.579267888.420253460228.9827534924NP!111.680210124Ok!85.31
kg/cm23. DISEO POR CORTANTEContribucion del concreto a la
resistencia al corte (Vc)c=0.53=41.78 tondonde:Acw = t*d =t*0.8*lm
hl=21.5c=0.8si :hl/lm 1.5hl/lm =6.3interpolarsi :hl/lmc=0.53si
:hl/lm 2.0Contribucion del acero la resistencia al corte
(Vs),=0.85factor de reduccion de resistencia al cortedonde:132.00
ton113.52 tonph: es la cuantia de refuerzo horizontal para cortante
con espaciamiento S.ph=0.00497Ast=9.94 cm2por cada metro de
muroAst/2=4.97 cm2acero a dos capas como t20 cmCalculo del
espaciamiento "S" del refuerzo horizontal de corte, considerando =
3/ 8" y =1/2"DimetroAreaAs# de
varillasS=100/#plgcm23/8"0.717.0014.291/2"1.293.8525.96oK!Av=2*1.29,
21/2" @25 cmEspaciamientos maximos:S
