puente mixto
DESCRIPTION
estribo en voladizoTRANSCRIPT
Hoja1DISEO DE ESTRIBO DE CONCRETO ARMADO DE UN PUENTEDATOSL
=39.00mluz del puentet1H=5.80maltura del estribo0.25t
=2.80kg/cm2capacidad portante del terrenoNhp1.70 =30.000.52
Autor: : angulo en radianesangulo de friccion interna1.950.30 =0.000.00
Autor: angulo en radianesangulo de friccion entre el terreno y el muros =1800kg/m3peso especifico del terrenoPDW =1.66Tn/mreaccion por asfaltoe2 =0.45PLL+I =18.03Tn/mreaccion por el camiont20.05HP =PDC =19.72Tn/mreaccion por carga muerta5.30B =0.000
Autor: angulo en radianesangulo del muro con la verticalH5.80A =0.20coeficiente sismico de aceleracion horizontal2.90 =90.001.57
Autor: angulo en radianeskh =0.10coeficiente de aceleracion horizontalkv =0.00coeficiente de aceleracion verticals =5.710.10
Autor: angulo en radianesM2.20i =0.000
Autor: angulo en radianes
Autor: : angulo en radianes
Autor: angulo en radianesangulo del material de suelo con la horizontal1.300.50e asf =0.05mespesor asfaltobHze neop =0.10mespesor neopreno0.50h viga =1.55mperalte viga4.00concreto =2.40Tn/m3BPREDIMENSIONAMIENTOB =2.903.87B =4.00mHz =0.480.50mM =1.331.30mt1 =0.250.25m20 cm (minimo)t2 =0.050.05m30 cm (min)b =0.480.50m6.3401917459s =0.00N =305.16mm0.30mhp =1.70me2 =0.45mCALCULO COEFICIENTE DE EMPUJE ACTIVOr =2.250ka =0.333CALCULO DE LA FUERZA SISMICAKAE =0.399PEQ =1973.97kgH/3 =1.9mPUNTO DE APLICACION DE LA FUERZA SISMICAALTURA DEL ESTRIBO (m)h'1.51.230.9 60.6h' =0.6EH1 =10092.00kg/mt1LS2 =2088.00kg/m0.25Nhp1.70METRADO DE CARGAS1.950.300.25CARGAS VERTICALESNPESO (V) kg/mX (m)Mv (kg.m/m)e2 =0.45DC11020.001.731759.50t20.05HP =DC230.001.8354.755.30DC327.001.8249.05H5.80DC44320.001.556696.002.90DC54800.002.009600.00EV620.251.8337.13EV7261.001.83476.33EV820511.002.9059481.90PDC19720.001.4528594.00M2.20PDW16601.452407.001.300.50PLL+IM180301.4526143.50bHzEH1Y0.004.000.000.50LS1000.004.00LS2Y0.004.000.00BPEQY0.004.000.00S70399.25135299.15CARGAS HORIZONTALESNPESO (V) kg/mX (m)Mv (kg.m/m)EH110092.001.9319511.20LS22088.002.906055.20BR943.187.607168.18PEQ1973.972.905724.52S15097.1638459.11Pcam =33.2TnPtam =22.4TnP carril =0.96Tn/mN vias2m =1L apoyo =8.8mN apoyos =2BR1 =0.94943.18kgBR2 =0.64636.36kgBR3 =0.40401.36kgBR4 =0.34340.00kgCASO I: ESTRIBO CON PUENTECASO I: ESTRIBO CON PUENTECARGAS VERTICALESTIPODCDWEVLL+IMCARGADC1DC2DC3DC4DC5PDCPDWEV7EV7EV8PLL+IMV (kg/m)1020.0030.0027.004320.004800.0019720.00166020.25261.0020511.0018030SUMAResistencia Ia0.90.90.90.90.90.90.651111110Vu9182724.33888432017748107920.2526120511000048796.55Resistencia Ib1.251.251.251.251.251.251.51.351.351.351.351.351.351.75127537.533.755400600024650249027.3375352.3527689.8500031552.599508.2875Resistencia IIa0.90.90.90.90.90.90.6511111109182724.33888432017748107920.2526120511000048796.55Resistencia IIb1.251.251.251.251.251.251.51.351.351.351.351.351.350127537.533.755400600024650249027.3375352.3527689.85000067955.7875Servicio11111111111111102030274320480019720166020.2526120511.000.000.000.001803070399.25CASO I: ESTRIBO CON PUENTEMOMENTOS DE ESTABILIDAD POR CARGAS VERTICALESTIPODCDWEVLL+IMCARGADC1DC2DC3DC4DC5PDCPDWEV6EV7EV8EV7EV7EV7PLL+IMMV (kg,m/m)1759.5054.7549.056696.009600.0028594.002407.0037.13476.3359481.900.000.000.0026143.50SUMAResistencia Ia0.90.90.90.90.90.90.651111110MVu1583.5549.27544.1456026.4864025734.61564.5537.125476.32559481.90000103637.87Resistencia Ib1.251.251.251.251.251.251.51.351.351.351.351.351.351.752199.37568.437561.312583701200035742.53610.550.11875643.0387580300.56500045751.125188796.9725Resistencia IIa0.90.90.90.90.90.90.6511111101583.5549.27544.1456026.4864025734.61564.5537.125476.32559481.90000103637.87Resistencia IIb1.251.251.251.251.251.251.51.351.351.351.351.351.3502199.37568.437561.312583701200035742.53610.550.11875643.0387580300.5650000143045.8475Servicio111111111111111759.554.7549.056696960028594240737.125476.32559481.900.000.000.0026143.5135299.15CASO I: ESTRIBO CON PUENTECARGAS HORIZONTALESTIPOEHLS2BREQCARGAEH1LS2BRPEQH (kg/m)10092.002088.00943.181973.97SUMAResistencia Ia1.51.751.75115138.003654.001650.571973.9722416.54Resistencia Ib1.51.751.75115138.003654.001650.571973.9722416.54Resistencia IIa1.500115138.000.000.001973.9717111.97Resistencia IIb1.500115138.000.000.001973.9717111.97Servicio111110092.002088.00943.181973.9715097.16CASO I: ESTRIBO CON PUENTEMOMENTO DE VOLTEO POR CARGAS HORIZONTALESTIPOEHLS2BREQCARGAEH1LS2BRPEQH (kg/m)19511.206055.207168.185724.52SUMAResistencia Ia1.51.751.751Mhu29266.8010596.6012544.325724.5258132.24Resistencia Ib1.51.751.75129266.8010596.6012544.325724.5258132.24Resistencia IIa1.500129266.800.000.005724.5234991.32Resistencia IIb1.500129266.800.000.005724.5234991.32Servicio111119511.206055.207168.185724.5238459.11CHEQUEO DE ESTABILIDAD Y ESFUERZOSVOLTEO RESPECTO AL PUNTO AES ESTABLE SI:e B/4CIMENTACION EN EL SUELOe 3B/8CIMENCTACION EN SUELO ROCOSOB =4.00ESTADOVUMvuMhuX0=Mvu-Mhue=(B/2-X0)emax =B/4eB/4kg/mkg.m/mkg,m/mVuResistencia Ia48796.55103637.8758132.240.9331.0671VERIFICARResistencia Ib99508.29188796.9758132.241.3130.6871OKResistencia IIIa48796.55103637.8734991.321.4070.5931OKResistencia IIIb67955.79143045.8534991.321.5900.4101OKServicio70399.25135299.1538459.111.3760.6241OKDESLIZAMIENTO EN LA BASE DEL ESTRIBO =30.00u =0.5773503T =0.8ESTADOVURESISTENTEACTUANTEkg/mkg/mHuFf>HuFf=u(.Vu)Resistencia Ia48796.5522538.1622416.54OKResistencia Ib99508.2945960.9122416.54OKResistencia IIIa48796.5522538.1617111.97OKResistencia IIIb67955.7931387.4317111.97OKServicio70399.2532516.0215097.16OKPRESIONES ACTUANTES EN LA BASE DEL ESTRIBOt =2.80kg/cm2RESISTENCIA DEL SUELOESTADOVUMvuMhuX0=Mvu-Mhue=|(B/2-X0)|q=Vu/(B-2e)qHuFf=u(.Vu)Kg/mResistencia Ia29969.5513842.3420765.97VERIFICARResistencia Ib40815.7918852.0020765.97VERIFICARResistencia IIIa29969.5513842.3417111.97VERIFICARResistencia IIIb40815.7918852.0017111.97OKServicio30989.2514313.3214153.97OKPRESIONES ACTUANTES EN LA BASE DEL ESTRIBOt =2.80kg/cm2RESISTENCIA DEL SUELOESTADOVUMvuMhuX0=Mvu-Mhue=(B/2-X0)q=Vu/(B-2e)q Vu/OKVERIFICACION POR CORTE EN EL TALONUSAR =5diametro =5/81.5875cmarea =1.98cm2VDC =2640.00KgVEV =20988.00kgVu =31633.8kgVu/ =37216.24kgcortante actuanted =41.70625cmVc =36987.59kgcortante resistenteVc > Vu/OKDISEO DE ACEROACERO PRINCIPAL EN LA PANTALLAEH =8427.00KgMEH =14887.70Kg-mCOSIDERANDO ESTADO LIMITE DE RESISTENCIA =1D = R = I =1Fc = 280kg/cm2Fy =4200kg/cm22Mu =22331.55Kg.m/m3d =41.71cm456a (cm)As (cm2) =5710.0016.09diametro =5/81.5875cm82.8414.66area =1.98cm292.5914.62102.5814.62112.5814.6212As min =7.51cm2separ =13.54cmusar5/8@14cmACERO DE TEMPERATURA PANTALLAAs temp =0cm2As temp/capa =0cm2/capausar =4diametro =1/21.27cmarea =1.27cm2separ =ERROR:#DIV/0!cmusar1/2@17cmDISEO DE LA CIMENTACIONDISEO DEL ACERO EN EL TALON (PARTE SUPERIOR)qu =3.79kg/cm2e =0.687mMDC =2904kg.m MEV =23086.8kg.mMu =34797.18kg.musar =5diametro =5/81.59cmarea =1.98cm2d =-8.29cma (cm)As (cm2)10.00-69.25-12.22-421.57-74.3931.855.62-82.90-14.63-940.55As min =-1.49cm2separ =-132.58cmusar5/8@8cmACERO DE TEMPERATURAAs temp =7.5cm2As temp/capa =3.75cm2/capausar =3diametro =3/80.95cmarea =0.71cm2separ =19.00cmusar3/8@8cmDISEO DEL ACERO EN LA PUNTA (PARTE INFERIOR)qu =3.79kg/cm2e =0.687musar =5diametro =5/81.59cmarea =1.98cm2Mu =3.84Tn.ma (cm)As (cm2)10.00-7.63-1.35-13.32-2.35-14.26-2.52-14.43-2.55-14.46As min =-1.49cm2separ =-132.58cmusar5/8@12cm# 5 @ 14 cm# 4@ 17 cm# 4@ 17 cm# 3@ 8 cm# 5@ 8 cmt3B# 5@ 12 cm# 3@ 8 cm
Autor: : angulo en radianesangulo de friccion interna1.950.30 =0.000.00
Autor: angulo en radianesangulo de friccion entre el terreno y el muros =1800kg/m3peso especifico del terrenoPDW =1.66Tn/mreaccion por asfaltoe2 =0.45PLL+I =18.03Tn/mreaccion por el camiont20.05HP =PDC =19.72Tn/mreaccion por carga muerta5.30B =0.000
Autor: angulo en radianesangulo del muro con la verticalH5.80A =0.20coeficiente sismico de aceleracion horizontal2.90 =90.001.57
Autor: angulo en radianeskh =0.10coeficiente de aceleracion horizontalkv =0.00coeficiente de aceleracion verticals =5.710.10
Autor: angulo en radianesM2.20i =0.000
Autor: angulo en radianes
Autor: : angulo en radianes
Autor: angulo en radianesangulo del material de suelo con la horizontal1.300.50e asf =0.05mespesor asfaltobHze neop =0.10mespesor neopreno0.50h viga =1.55mperalte viga4.00concreto =2.40Tn/m3BPREDIMENSIONAMIENTOB =2.903.87B =4.00mHz =0.480.50mM =1.331.30mt1 =0.250.25m20 cm (minimo)t2 =0.050.05m30 cm (min)b =0.480.50m6.3401917459s =0.00N =305.16mm0.30mhp =1.70me2 =0.45mCALCULO COEFICIENTE DE EMPUJE ACTIVOr =2.250ka =0.333CALCULO DE LA FUERZA SISMICAKAE =0.399PEQ =1973.97kgH/3 =1.9mPUNTO DE APLICACION DE LA FUERZA SISMICAALTURA DEL ESTRIBO (m)h'1.51.230.9 60.6h' =0.6EH1 =10092.00kg/mt1LS2 =2088.00kg/m0.25Nhp1.70METRADO DE CARGAS1.950.300.25CARGAS VERTICALESNPESO (V) kg/mX (m)Mv (kg.m/m)e2 =0.45DC11020.001.731759.50t20.05HP =DC230.001.8354.755.30DC327.001.8249.05H5.80DC44320.001.556696.002.90DC54800.002.009600.00EV620.251.8337.13EV7261.001.83476.33EV820511.002.9059481.90PDC19720.001.4528594.00M2.20PDW16601.452407.001.300.50PLL+IM180301.4526143.50bHzEH1Y0.004.000.000.50LS1000.004.00LS2Y0.004.000.00BPEQY0.004.000.00S70399.25135299.15CARGAS HORIZONTALESNPESO (V) kg/mX (m)Mv (kg.m/m)EH110092.001.9319511.20LS22088.002.906055.20BR943.187.607168.18PEQ1973.972.905724.52S15097.1638459.11Pcam =33.2TnPtam =22.4TnP carril =0.96Tn/mN vias2m =1L apoyo =8.8mN apoyos =2BR1 =0.94943.18kgBR2 =0.64636.36kgBR3 =0.40401.36kgBR4 =0.34340.00kgCASO I: ESTRIBO CON PUENTECASO I: ESTRIBO CON PUENTECARGAS VERTICALESTIPODCDWEVLL+IMCARGADC1DC2DC3DC4DC5PDCPDWEV7EV7EV8PLL+IMV (kg/m)1020.0030.0027.004320.004800.0019720.00166020.25261.0020511.0018030SUMAResistencia Ia0.90.90.90.90.90.90.651111110Vu9182724.33888432017748107920.2526120511000048796.55Resistencia Ib1.251.251.251.251.251.251.51.351.351.351.351.351.351.75127537.533.755400600024650249027.3375352.3527689.8500031552.599508.2875Resistencia IIa0.90.90.90.90.90.90.6511111109182724.33888432017748107920.2526120511000048796.55Resistencia IIb1.251.251.251.251.251.251.51.351.351.351.351.351.350127537.533.755400600024650249027.3375352.3527689.85000067955.7875Servicio11111111111111102030274320480019720166020.2526120511.000.000.000.001803070399.25CASO I: ESTRIBO CON PUENTEMOMENTOS DE ESTABILIDAD POR CARGAS VERTICALESTIPODCDWEVLL+IMCARGADC1DC2DC3DC4DC5PDCPDWEV6EV7EV8EV7EV7EV7PLL+IMMV (kg,m/m)1759.5054.7549.056696.009600.0028594.002407.0037.13476.3359481.900.000.000.0026143.50SUMAResistencia Ia0.90.90.90.90.90.90.651111110MVu1583.5549.27544.1456026.4864025734.61564.5537.125476.32559481.90000103637.87Resistencia Ib1.251.251.251.251.251.251.51.351.351.351.351.351.351.752199.37568.437561.312583701200035742.53610.550.11875643.0387580300.56500045751.125188796.9725Resistencia IIa0.90.90.90.90.90.90.6511111101583.5549.27544.1456026.4864025734.61564.5537.125476.32559481.90000103637.87Resistencia IIb1.251.251.251.251.251.251.51.351.351.351.351.351.3502199.37568.437561.312583701200035742.53610.550.11875643.0387580300.5650000143045.8475Servicio111111111111111759.554.7549.056696960028594240737.125476.32559481.900.000.000.0026143.5135299.15CASO I: ESTRIBO CON PUENTECARGAS HORIZONTALESTIPOEHLS2BREQCARGAEH1LS2BRPEQH (kg/m)10092.002088.00943.181973.97SUMAResistencia Ia1.51.751.75115138.003654.001650.571973.9722416.54Resistencia Ib1.51.751.75115138.003654.001650.571973.9722416.54Resistencia IIa1.500115138.000.000.001973.9717111.97Resistencia IIb1.500115138.000.000.001973.9717111.97Servicio111110092.002088.00943.181973.9715097.16CASO I: ESTRIBO CON PUENTEMOMENTO DE VOLTEO POR CARGAS HORIZONTALESTIPOEHLS2BREQCARGAEH1LS2BRPEQH (kg/m)19511.206055.207168.185724.52SUMAResistencia Ia1.51.751.751Mhu29266.8010596.6012544.325724.5258132.24Resistencia Ib1.51.751.75129266.8010596.6012544.325724.5258132.24Resistencia IIa1.500129266.800.000.005724.5234991.32Resistencia IIb1.500129266.800.000.005724.5234991.32Servicio111119511.206055.207168.185724.5238459.11CHEQUEO DE ESTABILIDAD Y ESFUERZOSVOLTEO RESPECTO AL PUNTO AES ESTABLE SI:e B/4CIMENTACION EN EL SUELOe 3B/8CIMENCTACION EN SUELO ROCOSOB =4.00ESTADOVUMvuMhuX0=Mvu-Mhue=(B/2-X0)emax =B/4eB/4kg/mkg.m/mkg,m/mVuResistencia Ia48796.55103637.8758132.240.9331.0671VERIFICARResistencia Ib99508.29188796.9758132.241.3130.6871OKResistencia IIIa48796.55103637.8734991.321.4070.5931OKResistencia IIIb67955.79143045.8534991.321.5900.4101OKServicio70399.25135299.1538459.111.3760.6241OKDESLIZAMIENTO EN LA BASE DEL ESTRIBO =30.00u =0.5773503T =0.8ESTADOVURESISTENTEACTUANTEkg/mkg/mHuFf>HuFf=u(.Vu)Resistencia Ia48796.5522538.1622416.54OKResistencia Ib99508.2945960.9122416.54OKResistencia IIIa48796.5522538.1617111.97OKResistencia IIIb67955.7931387.4317111.97OKServicio70399.2532516.0215097.16OKPRESIONES ACTUANTES EN LA BASE DEL ESTRIBOt =2.80kg/cm2RESISTENCIA DEL SUELOESTADOVUMvuMhuX0=Mvu-Mhue=|(B/2-X0)|q=Vu/(B-2e)qHuFf=u(.Vu)Kg/mResistencia Ia29969.5513842.3420765.97VERIFICARResistencia Ib40815.7918852.0020765.97VERIFICARResistencia IIIa29969.5513842.3417111.97VERIFICARResistencia IIIb40815.7918852.0017111.97OKServicio30989.2514313.3214153.97OKPRESIONES ACTUANTES EN LA BASE DEL ESTRIBOt =2.80kg/cm2RESISTENCIA DEL SUELOESTADOVUMvuMhuX0=Mvu-Mhue=(B/2-X0)q=Vu/(B-2e)q Vu/OKVERIFICACION POR CORTE EN EL TALONUSAR =5diametro =5/81.5875cmarea =1.98cm2VDC =2640.00KgVEV =20988.00kgVu =31633.8kgVu/ =37216.24kgcortante actuanted =41.70625cmVc =36987.59kgcortante resistenteVc > Vu/OKDISEO DE ACEROACERO PRINCIPAL EN LA PANTALLAEH =8427.00KgMEH =14887.70Kg-mCOSIDERANDO ESTADO LIMITE DE RESISTENCIA =1D = R = I =1Fc = 280kg/cm2Fy =4200kg/cm22Mu =22331.55Kg.m/m3d =41.71cm456a (cm)As (cm2) =5710.0016.09diametro =5/81.5875cm82.8414.66area =1.98cm292.5914.62102.5814.62112.5814.6212As min =7.51cm2separ =13.54cmusar5/8@14cmACERO DE TEMPERATURA PANTALLAAs temp =0cm2As temp/capa =0cm2/capausar =4diametro =1/21.27cmarea =1.27cm2separ =ERROR:#DIV/0!cmusar1/2@17cmDISEO DE LA CIMENTACIONDISEO DEL ACERO EN EL TALON (PARTE SUPERIOR)qu =3.79kg/cm2e =0.687mMDC =2904kg.m MEV =23086.8kg.mMu =34797.18kg.musar =5diametro =5/81.59cmarea =1.98cm2d =-8.29cma (cm)As (cm2)10.00-69.25-12.22-421.57-74.3931.855.62-82.90-14.63-940.55As min =-1.49cm2separ =-132.58cmusar5/8@8cmACERO DE TEMPERATURAAs temp =7.5cm2As temp/capa =3.75cm2/capausar =3diametro =3/80.95cmarea =0.71cm2separ =19.00cmusar3/8@8cmDISEO DEL ACERO EN LA PUNTA (PARTE INFERIOR)qu =3.79kg/cm2e =0.687musar =5diametro =5/81.59cmarea =1.98cm2Mu =3.84Tn.ma (cm)As (cm2)10.00-7.63-1.35-13.32-2.35-14.26-2.52-14.43-2.55-14.46As min =-1.49cm2separ =-132.58cmusar5/8@12cm# 5 @ 14 cm# 4@ 17 cm# 4@ 17 cm# 3@ 8 cm# 5@ 8 cmt3B# 5@ 12 cm# 3@ 8 cm
1
2
3
4
5
6
7
8
Fcb
Fy
As
a
85
.
0
=
Fcb
FyAs
a
85.0
-
=
2
a
d
Fy
Mu
As
f
2
a
dFy
Mu
As
1
2
3
4
5
6
7
8
9
10
11
A
B
C
D
DATOS
L =
39.00
m
luz del puente
H=
5.80
m
altura del estribo
t =
2.80
kg/cm2
capacidad portante del terreno
=
30.00
0.52
=
0.00
0.00
?s =
1800
kg/m3
peso especifico del terreno
P
DW
=
1.66
Tn/m
reaccion por asfalto
DISEO DE ESTRIBO DE CONCRETO ARMADO DE UN PUENTE