pre-esforzado 1 y 2 tramos.xlsx
TRANSCRIPT
V. SIMPLE SCA) PREDIMENSIONAMIENTOf'c=350 kg/cm2L=30.00 mf'ci=280 kg/cm2h1=1.50 mR=0.85h2=2.00 m
Adoptarh=1.70 m
User: Adoptar Valorb=0.30 mB) PROPIEDADES DE LA SECCINB=2.00 me
losa=0.18 mt diaf=0.25 mcartelas=0.23 mx 0.15 m=0.15 m
t diaf=0.25 m200 cm18 cm15 cm
y1=55.14 cm23 cmh=170 cm
y2=114.86 cm15 cm30 cm
Tomando como referencia para el clculo de y el borde superior del patin
SECCIONAREA(cm2)y(cm)yA (cm3)y2A (cm4)Icg (cm4)I360093240029160097200II456094428640402921608779520III3452379351825054312.58505468975407662658881032.5Centro de GravedadInercia
y=55.14 cmIi=49647298 cm4
Icg=23788529 cm4Modulos de Seccin
S1=431421 cm3
S2=207109 cm3Distancias de Nucleos
k1=S2/A=24.35 cm
k2=S1/A=50.73 cm
C) MDULOS DE SECCIN MNIMOSCargas InicialesPeso propio:wpp=2.04
T/m
User: wpp=A/2.4 t/m3Mmax=229.64 T-m
User: M=wpp*L^2/8
Diafragmas:Pdiaf=1.397 TN diaf=3Separacion=15.00 mMmax=10.48 T-m
Mo=240.12 T-mCargas AplicadasAsfalto:e=0.05 mw asf 2"=0.23
T/m
User: w asf 2"=0.05*2.00*2.25 t/m3Mmax=25.31 T-mCarga viva HL-93M
LL+IM=387.09 T-m
User: CalcularDistribucion de g en viga interior:Dos carriles
cargadosn=1A=4560 cm2I=
User: Inercia:8779520cm4e=85 cmkg=41725520cm4g=0.58Un carril
cargadog=0.43Luego:M LL+IM=225.60 T-mEntonces:Md+l=250.92
T-mResumen:Cargas inicialesMo=240.12 T-mCargas aplicadasMd+l=250.92
T-mMt=491.03 T-mEsfuerzos PermisiblesIniciales (transferecnia)Fibra
Superior
fti=13.39 kg/cm2Fibra Inferiorfci=-168 kg/cm2Aplicados (en servicio)Fibra SuperiorCASO Ifcs=-210 kg/cm2CASO IIfcs=-140 kg/cm2Fibra Inferiorfts= 0MODULOS DE SECCIN REQUERIDOS
S1=129612 cm3< 431421 cm3OK
S2=200933 cm3< 207109 cm3OKD) CALCULO DE LA EXCENTRICIDAD DE LOS CABLES Y FUERZA INICIAL EN EL CENTRO DE LUZInecuacin I:
e1/P0-1.70E-06-1.70350-2.44E-08-0.0241001.65E-061.6541e - 50.731503.33E-063.333Pi29786787.1820642005.01E-065.01150.7300.000Inecuacin II:
e1/P04.14E-070.414501.26E-061.2641002.11E-062.1151e + 24.351502.96E-062.965Pi58805846.00153232003.82E-063.815-24.3500.000Inecuacin III:
e1/P04.22E-070.422501.29E-061.2871002.15E-062.1531e + 24.351503.02E-063.018Pi57768310.24847092003.88E-063.884-24.3500.000
Inecuacin IV:
e1/P01.04E-061.039501.49E-080.015100-1.01E-06-1.0091e - 50.73150-2.03E-06-2.034Pi-0.0000000205200-3.06E-06-3.05850.7300.000De las ecuaciones:e max:(1) = (3)e max=130.65 cme min:(1) = (3)e min=50.73 cmz=17.00 cmz=15.00 cme max real=99.86 cmDe la inecuacion (3) con:e=99.86 cm1/Pi=0.0000021502Pi=465.08 TnE) ECUACION DE LA PARABOLAVertice (h,k), eje focal paralelo al eje YCon:P1:( 0.000 0.000 )(h;k):( 15.000 -0.999 )2p=225.315Ecuacion de la parabola:x^2+ 1.997x +-225.315y +0.000 =0
V. SIMPLE 5SA) PREDIMENSIONAMIENTOf'c=350 kg/cm2L=30.00 mf'ci=280 kg/cm2h1=1.50 mR=0.85h2=2.00 m
Adoptarh=1.70 m
User: Adoptar Valorb=0.30 mB) PROPIEDADES DE LA SECCINB=2.00 me
losa=0.18 mt diaf=0.25 mcartelas=0.23 mx 0.15 m=0.15 m
t diaf=0.25 m200 cm18 cm15 cm
y1=55.14 cm23 cmh=170 cm
y2=114.86 cm15 cm30 cm
Tomando como referencia para el clculo de y el borde superior del patin
SECCIONAREA(cm2)y(cm)yA (cm3)y2A (cm4)Icg (cm4)I360093240029160097200II456094428640402921608779520III3452379351825054312.58505468975407662658881032.5Centro de GravedadInercia
y=55.14 cmIi=49647298 cm4
Icg=23788529 cm4Modulos de Seccin
S1=431421 cm3
S2=207109 cm3Distancias de Nucleos
k1=S2/A=24.35 cm
k2=S1/A=50.73 cm
C) MDULOS DE SECCIN MNIMOSCargas InicialesPeso
propio:SECCIONXMo1000.000wpp=2.04 T/m
User: wpp=A/2.4 t/m31382.66926146.966Mmax=229.64 T-m
User: M=wpp*L^2/839192.893412220.450515229.635
Diafragmas:SECCIONXMo2000.000Pdiaf=1.397 T134.192268.384N diaf=43912.577Separacion=10.00 m41213.974Mmax=13.97 T-m51513.974
Mo=243.61 T-mCargas AplicadasAsfalto:SECCIONXMd000.000e=0.05
m139.113w asf 2"=0.225 T/m
User: w asf 2"=0.05*2.00*2.25 t/m32616.2003921.263Mmax=25.313
T-m41224.30051525.313Carga viva HL-93SECCIONXM s/c000.000M
LL+IM=387.09 T-m
User:
Calcular13145.52026255.91039331.160412375.400515386.560Distribucion
de g en viga interior:Distribucion de g en viga interior:Dos
carriles cargadosn=1A=4560 cm2I=
User: Inercia:8779520cm4e=85 cmkg=41725520cm4g=0.58Un carril
cargadog=0.43
RESUMEN DE CARGAS:
SECCIONXMog*Ms/cMd+lMt000.0000.0000.0000.0001386.86184.81293.924180.78526155.351149.149165.349320.70039205.470193.006214.268419.738412234.424218.790243.090477.513515243.609225.294250.606494.215MAX243.609225.603250.915494.524
Luego:M LL+IM=225.60 T-mMd+l=250.92 T-m
Resumen:Cargas inicialesMo=243.61 T-mCargas aplicadasMd+l=250.92 T-mMt=494.52 T-mEsfuerzos PermisiblesIniciales (transferecnia)Fibra Superior
fti=13.39 kg/cm2Fibra Inferiorfci=-168 kg/cm2Aplicados (en servicio)Fibra SuperiorCASO Ifcs=-210 kg/cm2CASO IIfcs=-140 kg/cm2Fibra Inferiorfts= 0MODULOS DE SECCIN REQUERIDOS
S1=129848 cm3< 431421 cm3OK
S2=201300 cm3< 207109 cm3OKD) CALCULO DE LA EXCENTRICIDAD DE LOS CABLES Y FUERZA INICIAL EN EL CENTRO DE LUZInecuacin I:
e1/P0-1.68E-06-1.68350-2.41E-08-0.0241001.64E-061.6351e - 50.731503.29E-063.294Pi30136137.1820642004.95E-064.95350.7300.000Inecuacin II:
e1/P04.12E-070.412501.26E-061.2571002.10E-062.1021e - 24.351502.95E-062.947Pi59155196.00153232003.79E-063.793-24.3500.000Inecuacin III:
e1/P04.19E-070.419501.28E-061.2781002.14E-062.1371e + 24.351503.00E-062.997Pi58179310.24847092003.86E-063.856-24.3500.000
Inecuacin IV:
e1/P01.05E-061.048501.50E-080.015100-1.02E-06-1.0181e - 50.73150-2.05E-06-2.051Pi-48406941.8247545200-3.08E-06-3.08450.7300.000De las ecuaciones:e max:(1) = (3)e max=131.41 cme min:(1) = (3)e min=16.63 cmz=17.00 cmz=15.00 cme max real=99.86 cmDe la inecuacion (3) con:e=99.86 cm1/Pi=0.000002135Pi=468.39 TnE) ECUACION DE LA PARABOLAVertice (h,k), eje focal paralelo al eje YCon:P1:( 0.000 0.000 )(h;k):( 15.000 -0.999 )2p=225.315Ecuacion de la parabola:x^2+ 1.997x +-225.315y +0.000 =0CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 1Mo=86.86 T-mMd+l=93.92 T-mMt=180.78 T-mInecuacin I:
e1/P0-3.51E-06-3.5080-3.51E-06-3.50850-5.02E-08-0.0501003.41E-063.4071e - 50.731506.86E-066.865Pi14461317.1820642001.03E-0510.3222501.38E-0513.78050.7300.000
Inecuacin II:
e1/P-50-5.90E-07-0.59005.60E-070.560501.71E-061.7101002.86E-062.8601e - 24.351504.01E-064.010Pi43480376.00153232005.16E-065.1602506.31E-066.310-24.3500.000
Inecuacin III:
e1/P-50-1.21E-06-1.20601.14E-061.145503.50E-063.4961005.85E-065.8471e - 24.351508.20E-068.198Pi21268803.71323852001.05E-0510.5482501.29E-0512.899-24.3500.000
Inecuacin IV:
e1/P-501.18E-061.18105.95E-070.595508.50E-090.009100-5.78E-07-0.5781e - 50.73150-1.16E-06-1.164Pi-85317448.3599869200-1.75E-06-1.750250-2.34E-06-2.33650.7300.000De las ecuaciones:Con la ec, de la parabola:e max:Para:(1) = (3)x=3.00e max=210.21 cmy=-0.359e min:e=35.950cmOK(1) = (3)e min=-9.37 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 2Mo=155.35 T-mMd+l=165.35 T-mMt=320.70 T-mInecuacin I:
e1/P-50-4.73E-06-4.7270-2.38E-06-2.38050-3.40E-08-0.0341002.31E-062.3121e - 50.731504.66E-064.659Pi21310317.1820642007.00E-067.0052509.35E-069.35150.7300.000
Inecuacin II:
e1/P-50-5.10E-07-0.51004.84E-070.484501.48E-061.4771002.47E-062.4711e - 24.351503.46E-063.464Pi50329376.00153232004.46E-064.4582505.45E-065.451-24.3500.000
Inecuacin III:
e1/P-50-6.80E-07-0.68006.45E-070.645501.97E-061.9711003.30E-063.2961e - 24.351504.62E-064.621Pi37729353.11755512005.95E-065.9462507.27E-067.272-24.3500.000
Inecuacin IV:
e1/P-501.46E-061.46307.37E-070.737501.05E-080.011100-7.16E-07-0.7161e - 50.73150-1.44E-06-1.442Pi-68856898.9556702200-2.17E-06-2.168250-2.89E-06-2.89450.7300.000De las ecuaciones:Con la ec, de la parabola:e max:Para:(1) = (3)x=6.00e max=148.17 cmy=-0.639e min:e=63.910cmOK(1) = (3)e min=2.22 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 3Mo=205.47 T-mMd+l=214.27 T-mMt=419.74 T-mInecuacin I:
e1/P-50-3.83E-06-3.8270-1.93E-06-1.92750-2.76E-08-0.0281001.87E-061.8721e - 50.731503.77E-063.772Pi26322237.1820642005.67E-065.6712507.57E-067.57150.7300.000
Inecuacin II:
e1/P-50-4.63E-07-0.46304.40E-070.440501.34E-061.3441002.25E-062.2471e - 24.351503.15E-063.150Pi55341296.00153232004.05E-064.0542504.96E-064.957-24.3500.000
Inecuacin III:
e1/P-50-5.19E-07-0.51904.93E-070.493501.51E-061.5061002.52E-062.5181e - 24.351503.53E-063.531Pi49380962.54587722004.54E-064.5432505.56E-065.556-24.3500.000
Inecuacin IV:
e1/P-501.76E-061.76108.87E-070.887501.27E-080.013100-8.61E-07-0.8611e - 50.73150-1.74E-06-1.735Pi-57205289.5273481200-2.61E-06-2.609250-3.48E-06-3.48350.7300.000De las ecuaciones:Con la ec, de la parabola:e max:Para:(1) = (3)x=9.00e max=136.43 cmy=-0.839e min:e=83.882cmOK(1) = (3)e min=10.43 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 4Mo=234.42 T-mMd+l=243.09 T-mMt=477.51 T-mInecuacin I:
e1/P-50-3.45E-06-3.4470-1.74E-06-1.73650-2.48E-08-0.0251001.69E-061.6861e - 50.731503.40E-063.398Pi29217597.1820642005.11E-065.1092506.82E-066.82050.7300.000
Inecuacin II:
e1/P-50-4.40E-07-0.44004.18E-070.418501.28E-061.2771002.14E-062.1351e - 24.351502.99E-062.994Pi58236656.00153232003.85E-063.8522504.71E-064.711-24.3500.000
Inecuacin III:
e1/P-50-4.57E-07-0.45704.33E-070.433501.32E-061.3231002.21E-062.2141e - 24.351503.10E-063.104Pi56178012.49925032003.99E-063.9942504.88E-064.884-24.3500.000
Inecuacin IV:
e1/P-502.00E-061.99801.01E-061.006501.44E-080.014100-9.78E-07-0.9781e - 50.73150-1.97E-06-1.969Pi-50408239.5739751200-2.96E-06-2.961250-3.95E-06-3.95350.7300.000De las ecuaciones:Con la ec, de la parabola:e max:Para:(1) = (3)x=12.00e max=132.09 cmy=-0.959e min:e=95.866cmOK(1) = (3)e min=15.22 cm
AREA LIMITE DE EXCENTRICIDADES
SECCIONXe mine maxe 0000013-9.37 cm210.21 cm35.95 cm262.22 cm148.17 cm63.91 cm3910.43 cm136.43 cm83.88 cm41215.22 cm132.09 cm95.87 cm51516.63 cm131.41 cm99.86 cm61815.22 cm132.09 cm95.87 cm72110.43 cm136.43 cm83.88 cm8242.22 cm148.17 cm63.91 cm927-9.37 cm210.21 cm35.95 cm10300.00 cm0.00 cm0.00 cm
V. CONTINUA-2tramosA) PREDIMENSIONAMIENTOL=30.00 m30.00 m30.00 mh1=1.50 mh2=2.00 m
Adoptarf'c=350 kg/cm2h=1.70 m
User: Adoptar Valorf'ci=280 kg/cm2b=0.30 mR=0.85B) PROPIEDADES DE
LA SECCINB=2.00 me losa=0.18 mt diaf=0.25 mcartelas=0.23 mx 0.15
m=0.15 m
t diaf=0.25 m200 cm18 cm15 cm
y1=55.14 cm23 cmh=170 cm
y2=114.86 cm15 cm30 cm
Tomando como referencia para el clculo de y el borde superior del patin
SECCIONAREA(cm2)y(cm)yA (cm3)y2A (cm4)Icg (cm4)I360093240029160097200II456094428640402921608779520III3452379351825054312.58505468975407662658881032.5Centro de GravedadInercia
y=55.14 cmIi=49647298 cm4
Icg=23788529 cm4Modulos de Seccin
S1=431421 cm3
S2=207109 cm3Distancias de Nucleos
k1=S2/A=24.35 cm
k2=S1/A=50.73 cm
C) MDULOS DE SECCIN MNIMOSCargas InicialesSECCIONXMo1000.000Peso
propio:1359.66526100.958wpp=2.04 T/m
User: wpp=A/2.4 t/m339123.881Reaccion 1=22.950 T
User: Hallar con
Hp50g412128.434515114.61561882.42672131.865824-37.066927-124.3671030-230.040Diafragmas:SECCIONXMo2Pdiaf=1.397
T000.000Reaccion 1=2.328 T
User: Hp50g132.793N diaf=7265.586Separacion=10.00
m398.3784128.3765156.9776185.5787212.781824-2.811927-8.4021030-13.994Cargas
AplicadasSECCIONXMdAsfalto:000.000136.581e=0.05 m2611.136w asf
2"=0.225 T/m
User: w asf 2"=0.05*2.00*2.25 t/m33913.667Reaccion 1=2.531
T41214.17251512.6536189.1087213.539824-4.056927-13.6761030-25.320
M s/cCarga viva
HL-93SECCIONX(+)(-)000.0000.00013132.220-17.39626224.661-34.79339279.490-52.190412303.780-69.588515298.120-86.986618266.168-104.380721205.750-121.780824122.018-139.18092744.580-193.16810300.010-312.900Distribucion
de g en viga interior:Distribucion de g en viga interior:Dos
carriles cargadosn=1A=4560 cm2I=
User: Inercia:8779520cm4e=85 cmkg=41725520cm4g=0.58Un carril
cargadog=0.43
RESUMEN DE CARGAS:
SECCIONXMog*Ms/cMd+lMt000.0000.0000.0000.0001362.45777.06083.641146.09826106.544130.936142.072248.61639132.260162.892176.558308.818412136.810177.048191.220328.030515121.592173.749186.402307.99461888.003155.127164.235252.23872134.646119.915123.453158.099824-39.876-81.116-85.172-125.049927-132.770-112.582-126.257-259.0271030-244.034-182.363-207.683-451.717MAX136.810177.048191.220328.030MIN-244.034-182.363-207.683-451.717
Luego:M LL+IM=177.05 T-mMd+l=191.22 T-m
Resumen cargas maximas:(+)(-)Cargas inicialesMo=136.81 T-m-244.03 T-mCargas aplicadasMd+l=191.22 T-m-207.68 T-mMt=328.03 T-m-451.72 T-m
Esfuerzos PermisiblesIniciales (transferecnia)Fibra Superior
fti=13.39 kg/cm2Fibra Inferiorfci=-168 kg/cm2Aplicados (en servicio)Fibra SuperiorCASO Ifcs=-210 kg/cm2
CASO IIfcs=-140 kg/cm2Fibra Inferiorfts= 0MODULOS DE SECCIN REQUERIDOSINTERIOR DEL TRAMO A-B
S1=86377 cm3< 431421 cm3OK
S2=133908 cm3< 207109 cm3OKAPOYO CENTRAL
S1=171070 cm3< 431421 cm3OK
S2=110349 cm3< 207109 cm3OKD) CALCULO DE LA EXCENTRICIDAD DE LOS CABLES Y FUERZA INICIAL EN EL INTERIOR DEL TRAMO A-BInecuacin I:
e1/P0-2.61E-06-2.60750-3.73E-08-0.0371002.53E-062.5331e - 50.731505.10E-065.102Pi19456237.1820722007.67E-067.67250.7300.000Inecuacin II:
e1/P05.02E-070.502501.53E-061.5341002.57E-062.5651e + 24.351503.60E-063.597Pi48475296.00154032004.63E-064.628-24.3500.000Inecuacin III:
e1/P06.31E-070.631501.93E-061.9271003.22E-063.2221(e + 24.35)1504.52E-064.518Pi38591782.57128682005.81E-065.813-24.3500.000
Inecuacin IV:
e1/P07.46E-070.746501.07E-080.011100-7.25E-07-0.7251(e - 50.73)150-1.46E-06-1.460Pi-67994469.5019385200-2.20E-06-2.19550.7300.000De las ecuaciones:e max:(1) = (3)e max=127.06 cme min:(1) = (3)e min=2.83 cmz=17.00 cmz=15.00 cme max real=99.86 cmRecalculando excentricidadDe la inecuacion (3) con:Pimax=584.86 Tne=99.86 cm1/Pi=0.00000170981/Pi=0.0000032186e corregida=41.63 cmPi=310.69 TnE) CALCULO DE LA EXCENTRICIDAD DE LOS CABLES EN LA SECCION DEL APOYO CENTRALMo=-244.03 T-mMd+l=-207.68 T-mMt=-451.72 T-mInecuacin I:
e1/P-108.47E-070.84701.06E-061.055502.10E-062.0951003.14E-063.1351e + 50.731504.18E-064.175Pi48075251.40981322005.22E-065.2152506.26E-066.255-50.7300.000
Inecuacin II:
e1/P-503.44E-063.43701.13E-061.12650-1.19E-06-1.186100-3.50E-06-3.4971e - 24.35150-5.81E-06-5.809Pi-21630924.1318013200-8.12E-06-8.120250-1.04E-05-10.43224.3500.000
Inecuacin III:
e1/P-507.13E-070.71302.33E-070.23350-2.46E-07-0.246100-7.25E-07-0.7251e - 24.35150-1.20E-06-1.205Pi-104311310.943855200-1.68E-06-1.684250-2.16E-06-2.16324.3500.000
Inecuacin IV:
e1/P-50-1.37E-08-0.0140-9.55E-07-0.95550-1.90E-06-1.895100-2.84E-06-2.8361e + 50.73150-3.78E-06-3.777Pi-53143228.5886602200-4.72E-06-4.718250-5.66E-06-5.659-50.7300.000De las ecuaciones:e max:(2) = (4)e max=75.89 cme max real=40.14 cme min:De la inecuacion (4) con:(1) = (4)e=40.14 cme min=2.54 cm1/Pi=-0.0000017098Pi=-584.86 Tnz=17.00 cmz=15.00 cmCALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 1Mo=62.46 T-mMd+l=83.64 T-mMt=146.10 T-mInecuacin I:
e1/P-50-8.38E-06-8.3790-4.22E-06-4.22050-6.04E-08-0.0601004.10E-064.0991e - 50.731508.26E-068.258Pi12020977.1820662001.24E-0512.4182501.66E-0516.57750.7300.000Inecuacin II:
e1/P-50-6.25E-07-0.62505.93E-070.593501.81E-061.8121003.03E-063.0301e + 24.351504.25E-064.248Pi41040036.00153432005.47E-065.4672506.68E-066.685-24.3500.000Inecuacin III:
e1/P-50-1.49E-06-1.49201.42E-061.417504.33E-064.3261007.23E-067.2351(e + 24.35)1501.01E-0510.144Pi17187995.91824872001.31E-0513.0532501.60E-0515.962-24.3500.000
Inecuacin IV:
e1/P-501.13E-061.12705.67E-070.567508.12E-090.008100-5.51E-07-0.5511(e - 50.73)150-1.11E-06-1.110Pi-89398256.1549766200-1.67E-06-1.670250-2.23E-06-2.22950.7300.000
De las ecuaciones:e max:e min:(1) = (3)(4) = (3)e max=225.39 cme min=-12.24 cmCALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 2Mo=106.54 T-mMd+l=142.07 T-mMt=248.62 T-mInecuacin I:
e1/P-50-6.13E-06-6.1310-3.09E-06-3.08750-4.42E-08-0.0441003.00E-062.9991e - 50.731506.04E-066.042Pi16429637.1820682009.09E-069.0862501.21E-0512.12950.7300.000Inecuacin II:
e1/P-50-5.64E-07-0.56405.36E-070.536501.64E-061.6361002.74E-062.7361e + 24.351503.84E-063.836Pi45448696.00153632004.94E-064.9362506.04E-066.037-24.3500.000Inecuacin III:
e1/P-50-8.77E-07-0.87708.33E-070.833502.54E-062.5421004.25E-064.2511(e + 24.35)1505.96E-065.961Pi29248970.90545442007.67E-067.6702509.38E-069.380-24.3500.000
Inecuacin IV:
e1/P-501.30E-061.30206.56E-070.656509.38E-090.009100-6.37E-07-0.6371(e - 50.73)150-1.28E-06-1.284Pi-77337281.1677709200-1.93E-06-1.930250-2.58E-06-2.57750.7300.000
De las ecuaciones:e max:(1) = (3)e max=146.95 cme min:(4) = (3)e min=-3.75 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 3Mo=132.26 T-mMd+l=176.56 T-mMt=308.82 T-mInecuacin I:
e1/P-50-5.30E-06-5.3010-2.67E-06-2.67050-3.82E-08-0.0381002.59E-062.5931e - 50.731505.22E-065.225Pi19001217.182072007.86E-067.8562501.05E-0510.48750.7300.000Inecuacin II:
e1/P-50-5.34E-07-0.53405.07E-070.507501.55E-061.5481002.59E-062.5901e + 24.351503.63E-063.631Pi48020276.00153832004.67E-064.6722505.71E-065.713-24.3500.000Inecuacin III:
e1/P-50-7.06E-07-0.70606.70E-070.670502.05E-062.0461003.42E-063.4231(e + 24.35)1504.80E-064.799Pi36331509.01628192006.18E-066.1752507.55E-067.551-24.3500.000
Inecuacin IV:
e1/P-501.43E-061.43407.22E-070.722501.03E-080.010100-7.01E-07-0.7011(e - 50.73)150-1.41E-06-1.413Pi-70254743.0569434200-2.12E-06-2.125250-2.84E-06-2.83650.7300.000
De las ecuaciones:e max:(1) = (3)e max=133.04 cme min:(4) = (3)e min=1.24 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 5Mo=121.59 T-mMd+l=186.40 T-mMt=307.99 T-mInecuacin I:
e1/P-50-5.62E-06-5.6160-2.83E-06-2.82850-4.05E-08-0.0401002.75E-062.7471e - 50.731505.54E-065.535Pi17934437.1820742008.32E-068.3232501.11E-0511.11150.7300.000Inecuacin II:
e1/P-50-5.46E-07-0.54605.19E-070.519501.58E-061.5841002.65E-062.6481e + 24.351503.71E-063.713Pi46953496.00154232004.78E-064.7782505.84E-065.843-24.3500.000Inecuacin III:
e1/P-50-7.08E-07-0.70806.72E-070.672502.05E-062.0521003.43E-063.4321(e + 24.35)1504.81E-064.812Pi36234577.36105422006.19E-066.1922507.57E-067.572-24.3500.000
Inecuacin IV:
e1/P-501.43E-061.43207.21E-070.721501.03E-080.010100-7.00E-07-0.7001(e - 50.73)150-1.41E-06-1.411Pi-70351674.7121712200-2.12E-06-2.122250-2.83E-06-2.83350.7300.000
De las ecuaciones:e max:(1) = (3)e max=124.30 cme min:(4) = (3)e min=1.17 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 6Mo=88.00 T-mMd+l=164.24 T-mMt=252.24 T-mInecuacin I:
e1/P-50-6.91E-06-6.9110-3.48E-06-3.48050-4.98E-08-0.0501003.38E-063.3811e - 50.731506.81E-066.811Pi14575557.1820762001.02E-0510.2412501.37E-0513.67250.7300.000Inecuacin II:
e1/P-50-5.88E-07-0.58805.59E-070.559501.71E-061.7061002.85E-062.8521e + 24.351504.00E-063.999Pi43594616.00154432005.15E-065.1462506.29E-066.293-24.3500.000Inecuacin III:
e1/P-50-8.64E-07-0.86408.21E-070.821502.51E-062.5061004.19E-064.1901(e + 24.35)1505.88E-065.875Pi29675110.40079572007.56E-067.5602509.25E-069.245-24.3500.000
Inecuacin IV:
e1/P-501.31E-061.31006.60E-070.660509.43E-090.009100-6.41E-07-0.6411(e - 50.73)150-1.29E-06-1.291Pi-76911141.6724297200-1.94E-06-1.941250-2.59E-06-2.59150.7300.000
De las ecuaciones:e max:(1) = (3)e max=123.20 cme min:(4) = (3)e min=-3.45 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES SECCION 7Mo=34.65 T-mMd+l=123.45 T-mMt=158.10 T-mInecuacin I:
e1/P-50-1.09E-05-10.9010-5.49E-06-5.49050-7.85E-08-0.0791005.33E-065.3331e - 50.731501.07E-0510.744Pi9239857.182077972001.62E-0516.1552502.16E-0521.56750.7300.000Inecuacin II:
e1/P-50-6.70E-07-0.67006.36E-070.636501.94E-061.9431003.25E-063.2501e + 24.351504.56E-064.557Pi38258916.00154632005.86E-065.8642507.17E-067.171-24.3500.000Inecuacin III:
e1/P-50-1.38E-06-1.37901.31E-061.309504.00E-063.9971006.69E-066.6861(e + 24.35)1509.37E-069.374Pi18599917.66889562001.21E-0512.0622501.48E-0514.750-24.3500.000
Inecuacin IV:
e1/P-501.14E-061.14505.77E-070.577508.25E-090.008100-5.60E-07-0.5601(e - 50.73)150-1.13E-06-1.128Pi-87986334.4043298200-1.70E-06-1.697250-2.26E-06-2.26550.7300.000
De las ecuaciones:e max:(1) = (3)e max=124.84 cme min:(4) = (3)e min=-11.25 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES EN LA SECCION 8Mo=-39.88 T-mMd+l=-85.17 T-mMt=-125.05 T-mInecuacin I:
e1/P-105.95E-070.59507.41E-070.741501.47E-061.4711002.20E-062.2011e + 50.731502.93E-062.931Pi68491011.40980922003.66E-063.6612504.39E-064.391-50.7300.000
Inecuacin II:
e1/P-506.12E-0561.18602.00E-0520.04050-2.11E-05-21.107100-6.23E-05-62.2541e - 24.35150-1.03E-04-103.400Pi-1215164.13180529200-1.45E-04-144.547250-1.86E-04-185.69424.3500.000
Inecuacin III:
e1/P-501.13E-061.12903.70E-070.37050-3.89E-07-0.389100-1.15E-06-1.1481e - 24.35150-1.91E-06-1.907Pi-65879714.3207616200-2.67E-06-2.666250-3.43E-06-3.42524.3500.000
Inecuacin IV:
e1/P-50-4.93E-08-0.0490-3.45E-06-3.44850-6.85E-06-6.847100-1.02E-05-10.2451e + 50.73150-1.36E-05-13.644Pi-14711631.9655671200-1.70E-05-17.043250-2.04E-05-20.441-50.7300.000De las ecuaciones:e max:(2) = (4)e max=31.11 cme min:(1) = (4)e min=-32.79 cm
CALCULO DE LA EXCENTRICIDAD DE LOS CABLES EN LA SECCION 9Mo=-132.77 T-mMd+l=-126.26 T-mMt=-259.03 T-mInecuacin I:
e1/P-106.88E-070.68808.57E-070.857501.70E-061.7011002.55E-062.5461e + 50.731503.39E-063.391Pi59201671.40981122004.24E-064.2352505.08E-065.080-50.7300.000
Inecuacin II:
e1/P-507.08E-067.07802.32E-062.31850-2.44E-06-2.442100-7.20E-06-7.2021e - 24.35150-1.20E-05-11.961Pi-10504504.1318033200-1.67E-05-16.721250-2.15E-05-21.48124.3500.000
Inecuacin III:
e1/P-509.11E-070.91102.98E-070.29850-3.14E-07-0.314100-9.27E-07-0.9271e - 24.35150-1.54E-06-1.539Pi-81641834.8895897200-2.15E-06-2.151250-2.76E-06-2.76424.3500.000
Inecuacin IV:
e1/P-50-2.38E-08-0.0240-1.66E-06-1.66550-3.31E-06-3.305100-4.95E-06-4.9461e + 50.73150-6.59E-06-6.587Pi-30473752.5343951200-8.23E-06-8.228250-9.87E-06-9.868-50.7300.000De las ecuaciones:e max:(2) = (4)e max=63.84 cme min:(1) = (4)e min=-16.25 cm
AREA LIMITE DE EXCENTRICIDADES
SECCIONXe mine max000013-12.24 cm225.39 cm26-3.75 cm146.95 cm391.24 cm133.04 cm4122.83 cm127.06 cm5151.17 cm124.30 cm618-3.45 cm123.20 cm721-11.25 cm124.84 cm82432.79 cm-31.11 cm92716.25 cm-63.84 cm1030-2.54 cm-75.89 cm