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7/25/2019 TRABE AASHTO TIPO VI L=25.06
1/21
DISEODETRABEPRETENSADAAASHTOTIPOVI
Datosdelproyeto:
L= 25.06 m
blosa= 2.20 m
Longitudentreejesdeapoyo
Anchodelosa
tlosa= 0.20 m
bpav.= 1.70 mtpav.= 0.12 m
talma= 0.20 m
Materiales:
= 2
Espesordelosa
EspesordepavimentoAnchodepavimento
Anchodelalma
106.68
33.0212.7
7.6
2
.16
10.16
33.02
c= g cm
fc= 400 kg/cm2
fy= 4,200 kg/cm2
Modulosdeelasticidad
Elosa= 221,359 kg/cm
2
2
es s enc a econcre oen osa
Esfuerzodefluenciaenestribos
Resistenciadeconcretoentrabe
20.32
25.4
7.6
2
10.1
6
106.6
8
25.4
yc
10.16
182.8
8
Etrabe= 280,000 g cm
Relacinmodular
b= 2.2 cm
n= 0.79 Elosa/Etrabe
71.12
25.4
20.3
2
y
rop e a essecc ns mp e
segmento binf. bsup. h Hacum yinfe yi
1 71.12 71.12 20.32 20.32 10.16 10.16
2 71.12 20.32 25.40 45.72 10.35 30.673 20.32 20.32 106.68 152.40 53.34 99.06
4 20.32 40.64 10.16 162.56 5.64 158.04
5 40.64 106.68 7.62 170.18 4.38 166.94
6 106.68 106.68 5.00 175.18 2.50 172.68
7 106.68 106.68 7.70 182.88 3.85 179.03
182.88
egmento A(cm2) Ayi
1 1,445.2 14,682.8
A(yi yc)2
9,775,835.38
I(cm4)
49,725.78
2 1,161.3 35,614.6
3 2,167.7 214,7364 309.7 48,942.7
5 561.3 93,701.2
6 533.4 92,107.5
7 821.4 147,062
A =
4,058.58
2,533.99
1,111.253,437,112.48
6,163,704.23
4,426,441.88
95,953.941,334,179.10
3,118,011.64
56,011.39
2,055,850.262,565.22
, . ,
yc= 92.41 I= cm4
30,523,095.12
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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Propiedadesseccincompuesta
egmento binf. bsup. h hacum. yi yi
Trabe 182.88 182.88 92.41 92.41
Losa 173.93 173.93 20.00 202.88 10 192.88
egmento A(cm2) A(yi yc)2Ayi I(cm4)
Trabe 6,999.99
Losa 3,478.51A= 10,478.49
yc= 125.76 I= cm4
670,934.11,317,780.7
15,670,744.78 115,950.18
54,097,058.62
646,846.6 7,787,268.54 30,523,095.12
H= cm
A= cm2
I= cm4
yci= cm
= 3
Seccinsimple
182.88
6,999.99
30,523,095.12
92.41
Ss= cm3
Modulodeseccinsuperiorenlatrabe
H= cm
A= cm2
I = cm4
, .
337,371.82
202.88
10,478.49
54 097 058.62
Seccincompuesta
yci= cm
Si= cm3
Modulodeseccininferiorenlatrabe
Ss= cm
3
ModulodeseccinsuperiorenlalosaSst= cm
3Modulodeseccinsuperiorenlatrabe
, , .
125.76
430,159.25
701,470.89947,086.25
ELEMENTOSMECANICOS
Cargas
Pp= 1.68 Ton/m Pesopropio
Losa= 1.06 Ton/m Losadesuperestructura
GyB= 0.52 Ton/m Guarnicionybanqueta
Pav= 0.49 Ton/m Pavimento
FC= 1 Factordeconcentracin
FI= 0.24 Factordeimpactocargaviva15.24/(L+38.1) 0.3
Nota:loscortantes(VCV)ymomentos(Mcv)seobtienendelmodelodecargaviva
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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FUERZASCORTANTES
X/L X(m) VPP(T) VLosa(T) VGyB(T) VPav(T) VCV(T) VCV+i(T)
0.00 0.00 21.05 13.23 6.52 6.13 24.88 30.88
0.05 1.25 18.95 11.91 5.86 5.52 24.88 30.88
0.10 2.51 16.84 10.59 5.21 4.91 20.67 25.66
0.15 3.76 14.74 9.26 4.56 4.29 18.64 23.14
0.20 5.01 12.63 7.94 3.91 3.68 16.77 20.82
0.25 6.27 10.53 6.62 3.26 3.07 15.13 18.780.30 7.52 8.42 5.29 2.61 2.45 13.55 16.82
0.35 8.77 6.32 3.97 1.95 1.84 11.96 14.85
0.40 10.02 4.21 2.65 1.30 1.23 10.45 12.97
0.45 11.28 2.11 1.32 0.65 0.61 9.35 11.61
0.50 12.53 0.00 0.00 0.00 0.00 9.35 11.61. . . . . . . .
0.55 13.78 2.11 1.32 0.65 0.61 9.35 11.61
0.60 15.04 4.21 2.65 1.30 1.23 10.45 12.97
0.65 16.29 6.32 3.97 1.95 1.84 11.96 14.85
0.70 17.54 8.42 5.29 2.61 2.45 13.55 16.82
0.75 18.80 10.53 6.62 3.26 3.07 15.13 18.78
0.80 20.05 12.63 7.94 3.91 3.68 16.77 20.820.85 21.30 14.74 9.26 4.56 4.29 18.64 23.14
0.90 22.55 16.84 10.59 5.21 4.91 20.67 25.66
0.95 23.81 18.95 11.91 5.86 5.52 24.88 30.88
1.00 25.06 21.05 13.23 6.52 6.13 24.88 30.88
MOMENTOSFLEXIONANTES
m PP Losa GyB Pav CV CV+i
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 1.25 25.06 15.75 7.76 7.30 31.72 39.37
0.10 2.51 47.48 29.84 14.70 13.84 60.10 74.600.15 3.76 67.26 42.28 20.82 19.60 83.71 103.91
0.20 5.01 84.40 53.05 26.12 24.60 103.52 128.50
0.25 6.27 98.91 62.17 30.62 28.83 122.38 151.91
0.30 7.52 110.78 69.63 34.29 32.28 140.92 174.92
0.35 8.77 120.01 75.44 37.15 34.97 154.88 192.25
0.40 10.02 126.61 79.58 39.19 36.90 166.30 206.43
0.45 11.28 130.56 82.07 40.41 38.05 174.28 216.33
0.50 12.53 131.88 82.90 40.82 38.43 176.54 219.14
0.55 13.78 130.56 82.07 40.41 38.05 174.28 216.33
0.60 15.04 126.61 79.58 39.19 36.90 166.30 206.43
0.65 16.29 120.01 75.44 37.15 34.97 154.88 192.250.70 17.54 110.78 69.63 34.29 32.28 140.92 174.92
0.75 18.80 98.91 62.17 30.62 28.83 122.38 151.91
0.80 20.05 84.40 53.05 26.12 24.60 103.52 128.50
0.85 21.30 67.26 42.28 20.82 19.60 83.71 103.91
0.90 22.55 47.48 29.84 14.70 13.84 60.10 74.60. . . . . . . .
0.95 23.81 25.06 15.75 7.76 7.30 31.72 39.37
1.00 25.06 0.00 0.00 0.00 0.00 0.00 0.00
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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RESUMENELEMENTOSMECANICOSULTIMOS
X/L X(m) Vu(T) Mu(Tm)
0.00 0.00 128.06 0.00
0.05 1.25 121.96 158.11
0.10 2.51 104.51 299.57
. . . .
0.20 5.01 81.80 523.600.25 6.27 71.28 616.48
0.30 7.52 60.92 700.84
0.35 8.77 50.53 765.22
0.40 10.02 40.36 815.10
0.45 11.28 31.30 848.08
0.50 12.53 25.20 857.99
0.55 13.78 31.30 848.08
0.60 15.04 40.36 815.10
0.65 16.29 50.53 765.22
0.70 17.54 60.92 700.84
0.75 18.80 71.28 616.480.80 20.05 81.80 523.60
0.85 21.30 92.94 420.53
0.90 22.55 104.51 299.57
0.95 23.81 121.96 158.11
1.00 25.06 128.06 0.00
Vumax= 128.06 T
Mumax= 857.99 Tm
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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ESFUERZOSENTRABE(kg/cm2)
FIBRASUPERIORDETRABE
X/L X(m) fPPsup. f Losa
sup. f GyB sup. f Pav sup. f CV+i sup. f Total sup.
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 1.25 7.43 4.67 0.82 0.77 4.16 17.84
0.10 2.51 14.07 8.85 1.55 1.46 7.88 33.81
0.15 3.76 19.94 12.53 2.20 2.07 10.97 47.71
0.20 5.01 25.02 15.73 2.76 2.60 13.57 59.670.25 6.27 29.32 18.43 3.23 3.04 16.04 70.06
0.30 7.52 32.84 20.64 3.62 3.41 18.47 78.97
0.35 8.77 35.57 22.36 3.92 3.69 20.30 85.85
0.40 10.02 37.53 23.59 4.14 3.90 21.80 90.94
. . . . . . . .
0.50 12.53 39.09 24.57 4.31 4.06 23.14 95.17
0.55 13.78 38.70 24.33 4.27 4.02 22.84 94.15
0.60 15.04 37.53 23.59 4.14 3.90 21.80 90.94
0.65 16.29 35.57 22.36 3.92 3.69 20.30 85.85
0.70 17.54 32.84 20.64 3.62 3.41 18.47 78.97
0.75 18.80 29.32 18.43 3.23 3.04 16.04 70.06
0.80 20.05 25.02 15.73 2.76 2.60 13.57 59.67
0.85 21.30 19.94 12.53 2.20 2.07 10.97 47.71
0.90 22.55 14.07 8.85 1.55 1.46 7.88 33.81
0.95 23.81 7.43 4.67 0.82 0.77 4.16 17.84
1.00 25.06 0.00 0.00 0.00 0.00 0.00 0.00
X/L X(m) fPPinf. f Losa
inf. f GyB inf. f Pav inf. f CV+i inf. f Total inf.
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.05 1.25 7.59 4.77 1.80 1.70 9.15 25.010.10 2.51 14.37 9.03 3.42 3.22 17.34 47.38
0.15 3.76 20.36 12.80 4.84 4.56 24.16 66.71
. . . . . . . .
0.25 6.27 29.94 18.82 7.12 6.70 35.31 97.90
0.30 7.52 33.54 21.08 7.97 7.51 40.66 110.76
0.35 8.77 36.33 22.84 8.64 8.13 44.69 120.63
0.40 10.02 38.33 24.09 9.11 8.58 47.99 128.10
0.45 11.28 39.53 24.85 9.39 8.85 50.29 132.90
0.50 12.53 39.93 25.10 9.49 8.93 50.94 134.39
0.55 13.78 39.53 24.85 9.39 8.85 50.29 132.90
0.60 15.04 38.33 24.09 9.11 8.58 47.99 128.100.65 16.29 36.33 22.84 8.64 8.13 44.69 120.63
0.70 17.54 33.54 21.08 7.97 7.51 40.66 110.76
0.75 18.80 29.94 18.82 7.12 6.70 35.31 97.90
0.80 20.05 25.55 16.06 6.07 5.72 29.87 83.28
. . . . . . . .
0.90 22.55 14.37 9.03 3.42 3.22 17.34 47.38
0.95 23.81 7.59 4.77 1.80 1.70 9.15 25.01
1.00 25.06 0.00 0.00 0.00 0.00 0.00 0.00
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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ESFUERZOENLECHOSUPERIORDELALOSA
X/L X(m) fGyBinf. f Pav
inf. f CV+i inf. f Total inf.
0.00 0.00 0.00 0.00 0.00 0.00
0.05 1.25 1.11 1.04 5.61 7.76
0.10 2.51 2.09 1.97 10.64 14.70
0.15 3.76 2.97 2.79 14.81 20.58
0.20 5.01 3.72 3.51 18.32 25.55
0.25 6.27 4.36 4.11 21.66 30.130.30 7.52 4.89 4.60 24.94 34.43
0.35 8.77 5.30 4.99 27.41 37.69
0.40 10.02 5.59 5.26 29.43 40.27
0.45 11.28 5.76 5.42 30.84 42.03
0.50 12.53 5.82 5.48 31.24 42.54. . . . . .
0.55 13.78 5.76 5.42 30.84 42.03
0.60 15.04 5.59 5.26 29.43 40.27
0.65 16.29 5.30 4.99 27.41 37.69
0.70 17.54 4.89 4.60 24.94 34.43
0.75 18.80 4.36 4.11 21.66 30.13
0.80 20.05 3.72 3.51 18.32 25.550.85 21.30 2.97 2.79 14.81 20.58
0.90 22.55 2.09 1.97 10.64 14.70
0.95 23.81 1.11 1.04 5.61 7.76
1.00 25.06 0.00 0.00 0.00 0.00
PRESFUERZO
Toron= 1.27 Diametrodetoron
an= 0.99 cm2
Areanominaldeltoron
= 2
,
Ep= 1,960,000 kg/cm2
Tension= 0.75 %
Fuerzadetensado
Fi= 14,250.00kg/cm2
Ti= 14,107.50 kg
#Tor= 32.65 #detoronesaproximados
Seproponen33torones
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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distribuciondelacerodepresfuerzo
Zonacentraldeclaro
lecho #toron yi(cm) #toryi
1 11 5 55
2 13 10 130
3 9 15 135
5 0 25 06 0 0 0
#torones 33 320
yg= 9.70
Enductadodetorones
LT= 63.50 cm Longituddetransferencia
Long.Realenductada
9.6
Tipodetoron Long.Prop LT(m)
A
#detoronesenduc
5 6.88
5 toronesa 6.88 m 4 toronesa 5.63 m
7.9
6.2
4.5
2.8
14 0.62
B 4
4
5.63
4.38C
D
E
3.12
1.87
5
4
F
lecho #toron yi #toryi lecho #toron yi #toryi
1 11 5 55 1 11 5 55
2 13 10 130 2 13 10 130
3 4 15 60 3 0 15 04 0 20 0 4 0 20 0
5 0 25 0 5 0 25 0
6 0 0 0 6 0 0 0
#torones 28 245 #torones 24 185
yg= 8.84 yg= 7.79
4 torones a 4.38 m 5 torones a 3.12 m. .
lecho #toron yi #toryi lecho #toron yi #toryi1 11 5 55 1 11 5 55
2 9 10 90 2 4 10 40
3 0 15 0 3 0 15 0
4 0 20 0 4 0 20 0
5 0 25 0 5 0 25 0
6 0 0 0 6 0 0 0
#torones 20 145 #torones 15 95
yg= 7.32 yg= 6.40
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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| toronesa 1.87 m 4 toronesa 0.62 m
lecho #toron yi #toryi lecho #toron yi #toryi
1 11 5 55 1 7 5 35
2 0 10 0 2 0 10 0
3 0 15 0 3 0 15 0
5 0 25 0 5 0 25 06 0 0 0 6 0 0 0
#torones 11 55 #torones 7 35
yg= 5.05 yg= 5.05
X/L X(m) #Tornes e(cm) Pi(kg) Pi/A Pie/Ss Pie/Si fspfzo fipfzo
0.00 0.00 0 87.36 0.00 0.00 0.00 0.00 0.00 0.00
0.05 1.25 7 87.36 98,753 14.11 25.57 26.12 11.46 40.220.10 2.51 11 86.01 155,183 22.17 39.56 40.41 17.39 62.58
0.15 3.76 15 85.08 211,613 30.23 53.37 54.51 23.14 84.74
0.20 5.01 20 84.62 282,150 40.31 70.77 72.28 30.46 112.59
0.25 6.27 24 83.57 338,580 48.37 83.87 85.66 35.50 134.03
0.30 7.52 28 82.71 395,010 56.43 96.84 98.91 40.41 155.34
0.35 8.77 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.40 10.02 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.45 11.28 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.50 12.53 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.55 13.78 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.60 15.04 33 82.71 465,548 66.51 114.13 116.57 47.63 183.080.65 16.29 33 82.71 465,548 66.51 114.13 116.57 47.63 183.08
0.70 17.54 28 82.71 395,010 56.43 96.84 98.91 40.41 155.34
0.75 18.80 24 83.57 338,580 48.37 83.87 85.66 35.50 134.03
0.80 20.05 20 84.62 282,150 40.31 70.77 72.28 30.46 112.59
0.85 21.30 15 85.08 211,613 30.23 53.37 54.51 23.14 84.74
0.90 22.55 11 86.01 155,183 22.17 39.56 40.41 17.39 62.58
0.95 23.81 7 87.36 98,753 14.11 25.57 26.12 11.46 40.22
1.00 25.06 0 87.36 0.00 0.00 0.00 0.00 0.00 0.00
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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REVISIONDEESFUERZOSENLATRANSFERENCIA
fci= 360 kg/cm2
al90%delaresistenciadelconcreto
Fibrasuperior 0.6fci 0.8fci
X/L X(m) fPPsup. fspfzo f total fcomperm f tensperm
0.00 0.00 0.00 0.00 0.00 216.00 15.18
0.05 1.25 7.43 11.46 4.04 216.00 15.180.10 2.51 14.07 17.39 3.32 216.00 15.18
0.15 3.76 19.94 23.14 3.20 216.00 15.18
0.20 5.01 25.02 30.46 5.44 216.00 15.18
0.25 6.27 29.32 35.50 6.18 216.00 15.18
. . . . . . .
0.35 8.77 35.57 47.63 12.05 216.00 15.18
0.40 10.02 37.53 47.63 10.10 216.00 15.18
0.45 11.28 38.70 47.63 8.93 216.00 15.18
0.50 12.53 39.09 47.63 8.54 216.00 15.18
0.55 13.78 38.70 47.63 8.93 216.00 15.18
0.60 15.04 37.53 47.63 10.10 216.00 15.18
0.65 16.29 35.57 47.63 12.05 216.00 15.18
0.70 17.54 32.84 40.41 7.57 216.00 15.18
0.75 18.80 29.32 35.50 6.18 216.00 15.18
0.80 20.05 25.02 30.46 5.44 216.00 15.18
0.85 21.30 19.94 23.14 3.20 216.00 15.18
0.90 22.55 14.07 17.39 3.32 216.00 15.18
. . . . . . .
1.00 25.06 0.00 0.00 0.00 216.00 15.18
TRANSFERENCIAFIBRASUPERIOR
100.00
150.00
200.00
250.00
TRANSFERENCIAFIBRASUPERIOR
50.00
0.00
50.00
100.00
3.00 2.00 7.00 12.00 17.00 22.00 27.003.00 2.00 7.00 12.00 17.00 22.00 27.00
fcomperm f tensperm f total
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Fibrainferior
X/L X(m) fPPinf. fipfzo f total fcomperm f tensperm
0.00 0.00 0.00 0.00 0.00 216.00 15.18
0.05 1.25 7.59 40.22 32.64 216.00 15.18
0.10 2.51 14.37 62.58 48.20 216.00 15.18
0.15 3.76 20.36 84.74 64.38 216.00 15.18
0.20 5.01 25.55 112.59 87.04 216.00 15.18
0.25 6.27 29.94 134.03 104.08 216.00 15.180.30 7.52 33.54 155.34 121.80 216.00 15.18
0.35 8.77 36.33 183.08 146.75 216.00 15.18
0.40 10.02 38.33 183.08 144.75 216.00 15.18
0.45 11.28 39.53 183.08 143.55 216.00 15.18
0.50 12.53 39.93 183.08 143.15 216.00 15.18. . . . . . .
0.55 13.78 39.53 183.08 143.55 216.00 15.18
0.60 15.04 38.33 183.08 144.75 216.00 15.18
0.65 16.29 36.33 183.08 146.75 216.00 15.18
0.70 17.54 33.54 155.34 121.80 216.00 15.18
0.75 18.80 29.94 134.03 104.08 216.00 15.18
0.80 20.05 25.55 112.59 87.04 216.00 15.180.85 21.30 20.36 84.74 64.38 216.00 15.18
0.90 22.55 14.37 62.58 48.20 216.00 15.18
0.95 23.81 7.59 40.22 32.64 216.00 15.18
1.00 25.06 0.00 0.00 0.00 216.00 15.18
150.00
200.00
250.00
TRANSFERENCIAFIBRAINFERIOR
0.00
50.00
100.00
150.00
50.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
fcomperm f tensperm f total
7/25/2019 TRABE AASHTO TIPO VI L=25.06
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ETAPADESERVICIO
Perdidasdepresfuerzo
Pordeslizamientodelanclaje
L= 25.06 m2
Ep= 1,960,000kg/cm
I= 1mm Deslizamiento(110mm)proporcionadoporelfabricanteDA= 78.21 kg/cm
2
Relajacininstantaneadelacero
t= 10 horas Tiempoestimadodecuradodelconcreto2
p = , . g cm
fpy= 16,150.0 kg/cm2
REi= 118.40 kg/cm2
Contraccindelconcreto
RH= 80 % humedadmediaambiental2= . g cm
Acortamientoelstico
Eci= 305,594.3 kg/cm2
= 2,400 kg/m3
d= 173.18 cm
f= 134.62 kg/cm2
2= . g cm
fcir= 136.02 kg/cm2
E= 872.4 kg/cm2
E=(Ep/Eci)fcir
%= 0.94
Flujoplastico
= .
finf= 90.52 kg/cm2
fsup= 11.77 kg/cm2
f= 102.29 kg/cm2
X= 108.06 kg/cm2
fcds= 96.28 kg/cm2
CRc= 958.2 kg/cm CRc=(12*fcr 7*fcd)
Relajaciondelacerodepresfuerzo
CRs= 198.82
fs= 2579.00
El orcenta e es:
PT= 0.82 % 18.10 %
Esfuerzototalconperdidasdepresfuerzo=
Tef= 11554.29 kg esfuerzototalefectivo
Totaldeperdidas=
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REVISIONDEESFUERZOSENSERVICIO
Esfuerzosenlafibrasuperior
0.6fc 0.8fc 1.6fc
ftperm
(kg/cm2)
fstotal
(kg/cm2)X/L X(m)
fscarga
total2
fsefpfzo
(kg/cm2)
fcperm
(kg/cm2)
ftperm
(kg/cm2)
0.00 0.00 0.00 0.00 0.00 240.00 16.00 32.000.05 1.25 17.84 9.39 8.45 240.00 16.00 32.00
0.10 2.51 33.81 14.25 19.56 240.00 16.00 32.00
0.15 3.76 47.71 18.95 28.76 240.00 16.00 32.00
0.20 5.01 59.67 24.95 34.72 240.00 16.00 32.00
0.25 6.27 70.06 29.07 40.99 240.00 16.00 32.00
(kg cm )
. . . . . . . .
0.30 7.52 78.97 33.10 45.88 240.00 16.00 32.00
0.35 8.77 85.85 39.01 46.84 240.00 16.00 32.00
0.40 10.02 90.94 39.01 51.94 240.00 16.00 32.00
0.45 11.28 94.15 39.01 55.14 240.00 16.00 32.00
0.50 12.53 95.17 39.01 56.16 240.00 16.00 32.00
0.55 13.78 94.15 39.01 55.14 240.00 16.00 32.000.60 15.04 90.94 39.01 51.94 240.00 16.00 32.00
0.65 16.29 85.85 39.01 46.84 240.00 16.00 32.00
0.70 17.54 78.97 33.10 45.88 240.00 16.00 32.00
0.75 18.80 70.06 29.07 40.99 240.00 16.00 32.00
0.80 20.05 59.67 24.95 34.72 240.00 16.00 32.00
0.85 21.30 47.71 18.95 28.76 240.00 16.00 32.00
0.90 22.55 33.81 14.25 19.56 240.00 16.00 32.00. . . . . . . .
0.95 23.81 17.84 9.39 8.45 240.00 16.00 32.00
1.00 25.06 0.00 0.00 0.00 240.00 16.00 32.00
SERVICIOFIBRA SUPERIOR
150.00
200.00
250.00
300.00
SERVICIOFIBRASUPERIOR
50.00
0.00
50.00
100.00
150.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
fstotal fcperm ftperm ftpermfstotal fcperm ftperm ftperm
7/25/2019 TRABE AASHTO TIPO VI L=25.06
13/21
Esfuerzosenlafibrainferior
0.6fc 0.8fc 1.6fc
0.00 0.00 0.00 0.00 0.00 240.00 16.00 32.00
ftperm
(kg/cm2)X/L X(m)
ficarga
total
(kg/cm2)
fiefpfzo
(kg/cm2)
fitotal
(kg/cm2)
fcperm
(kg/cm2)
ftperm
(kg/cm2)
. . . . . . . .
0.10 2.51 47.38 51.25 3.87 240.00 16.00 32.000.15 3.76 66.71 69.40 2.69 240.00 16.00 32.00
0.20 5.01 83.28 92.21 8.93 240.00 16.00 32.00
0.25 6.27 97.90 109.77 11.87 240.00 16.00 32.00
0.30 7.52 110.76 127.23 16.47 240.00 16.00 32.00
0.35 8.77 120.63 149.95 29.32 240.00 16.00 32.00
0.40 10.02 128.10 149.95 21.85 240.00 16.00 32.00
0.45 11.28 132.90 149.95 17.04 240.00 16.00 32.00
0.50 12.53 134.39 149.95 15.56 240.00 16.00 32.00
0.55 13.78 132.90 149.95 17.04 240.00 16.00 32.00
0.60 15.04 128.10 149.95 21.85 240.00 16.00 32.00
0.65 16.29 120.63 149.95 29.32 240.00 16.00 32.000.70 17.54 110.76 127.23 16.47 240.00 16.00 32.00
0.75 18.80 97.90 109.77 11.87 240.00 16.00 32.00
0.80 20.05 83.28 92.21 8.93 240.00 16.00 32.00
0.85 21.30 66.71 69.40 2.69 240.00 16.00 32.00
0.90 22.55 47.38 51.25 3.87 240.00 16.00 32.00
0.95 23.81 25.01 32.94 7.94 240.00 16.00 32.00
1.00 25.06 0.00 0.00 0.00 240.00 16.00 32.00
250.00
300.00SERVICIOFIBRAINFERIOR
50.00
100.00
150.00
200.00
250.00
50.00
0.00
50.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
fitotal fcperm ftperm ftperm
RevisindelaseccinAASHTO9.15.2.2incisosb)yc)despuesdelasperdidas
b)Esfuerzosdebidoalpresfuerzoefetivo+lascargaspermanentes
7/25/2019 TRABE AASHTO TIPO VI L=25.06
14/21
Esfuerzosenlafibrasuperior 0.4fc 1.6fc
0.00 0.00 0.00 0.00 0.00 0.00 0.00 160.0 32.00
0.05 1.25 9.39 4.67 0.82 0.77 3.13 160.0 32.00
0.10 2.51 14.25 8.85 1.55 1.46 2.39 160.0 32.00
ftperm
(kg/cm2)X/L X(m)
fsefpfzo
(kg/cm2)
fslosa
(kg/cm2)
fsgyb
(kg/cm2)
fspav
(kg/cm2)
fstotal
(kg/cm2)
fcperm
(kg/cm2)
0.15 3.76 18.95 12.53 2.20 2.07 2.15 160.0 32.00
0.20 5.01 24.95 15.73 2.76 2.60 3.87 160.0 32.000.25 6.27 29.07 18.43 3.23 3.04 4.37 160.0 32.00
0.30 7.52 33.10 20.64 3.62 3.41 5.43 160.0 32.00
0.35 8.77 39.01 22.36 3.92 3.69 9.03 160.0 32.00
0.40 10.02 39.01 23.59 4.14 3.90 7.39 160.0 32.00
0.45 11.28 39.01 24.33 4.27 4.02 6.40 160.0 32.00. . . . . . . . .
0.50 12.53 39.01 24.57 4.31 4.06 6.07 160.0 32.00
0.55 13.78 39.01 24.33 4.27 4.02 6.40 160.0 32.00
0.60 15.04 39.01 23.59 4.14 3.90 7.39 160.0 32.00
0.65 16.29 39.01 22.36 3.92 3.69 9.03 160.0 32.00
0.70 17.54 33.10 20.64 3.62 3.41 5.43 160.0 32.00
0.75 18.80 29.07 18.43 3.23 3.04 4.37 160.0 32.000.80 20.05 24.95 15.73 2.76 2.60 3.87 160.0 32.00
0.85 21.30 18.95 12.53 2.20 2.07 2.15 160.0 32.00
0.90 22.55 14.25 8.85 1.55 1.46 2.39 160.0 32.00
0.95 23.81 9.39 4.67 0.82 0.77 3.13 160.0 32.00
1.00 25.06 0.00 0.00 0.00 0.00 0.00 160.0 32.00
Esfuerzos en la fibra inferior 0.4 fc 1.6fc . .
0.00 0.00 0.00 0.00 0.00 0.00 0.00 160.0 32.00
0.05 1.25 32.94 4.77 1.80 1.70 24.68 160.0 32.00
0.10 2.51 51.25 9.03 3.42 3.22 35.58 160.0 32.00
0.15 3.76 69.40 12.80 4.84 4.56 47.21 160.0 32.00
ftperm
(kg/cm2)
fipav
(kg/cm2)
fitotal
(kg/cm2)
fcperm
(kg/cm2)X/L X(m)
fiefpfzo
(kg/cm2)
filosa
(kg/cm2)
figyb
(kg/cm2)
0.20 5.01 92.21 16.06 6.07 5.72 64.36 160.0 32.00
0.25 6.27 109.77 18.82 7.12 6.70 77.13 160.0 32.00
0.30 7.52 127.23 21.08 7.97 7.51 90.67 160.0 32.00
0.35 8.77 149.95 22.84 8.64 8.13 110.34 160.0 32.00
0.40 10.02 149.95 24.09 9.11 8.58 108.17 160.0 32.00
0.45 11.28 149.95 24.85 9.39 8.85 106.86 160.0 32.00
. . . . . . . . .
0.55 13.78 149.95 24.85 9.39 8.85 106.86 160.0 32.000.60 15.04 149.95 24.09 9.11 8.58 108.17 160.0 32.00
0.65 16.29 149.95 22.84 8.64 8.13 110.34 160.0 32.00
0.70 17.54 127.23 21.08 7.97 7.51 90.67 160.0 32.00
0.75 18.80 109.77 18.82 7.12 6.70 77.13 160.0 32.00
0.80 20.05 92.21 16.06 6.07 5.72 64.36 160.0 32.00
0.85 21.30 69.40 12.80 4.84 4.56 47.21 160.0 32.00
0.90 22.55 51.25 9.03 3.42 3.22 35.58 160.0 32.00
0.95 23.81 32.94 4.77 1.80 1.70 24.68 160.0 32.00
1.00 25.06 0.00 0.00 0.00 0.00 0.00 160.0 32.00
7/25/2019 TRABE AASHTO TIPO VI L=25.06
15/21
150.0
200.0
CONDICINDESERVICIO
0.0
50.0
100.0
150.0
c)Esfuerzosdebidoalacargaviva+1/2(presfuerzoefetivo+lascargasmuertas)
50.0
0.0
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
fcperm fitotal fstotal ftperm
Es uerzosen a i rasuperior
0.4fc 1.6fc
0.00 0.00 0.00 0.00 0.00 160 32.00
0.05 1.25 4.16 1.56 2.59 160 32.00
1/2pfzo
ef+CM
(kg/cm2)
fstotal
(kg/cm2)
fcperm
(kg/cm2)
ftperm
(kg/cm2)X/L X(m)
fsCV+i
(kg/cm2)
. . . . . .
0.10 2.51 7.88 1.19 6.68 160 32.00
0.15 3.76 10.97 1.08 9.90 160 32.00
0.20 5.01 13.57 1.93 11.63 160 32.00
0.25 6.27 16.04 2.18 13.85 160 32.00
0.30 7.52 18.47 2.71 15.76 160 32.00
0.35 8.77 20.30 4.52 15.78 160 32.00
0.40 10.02 21.80 3.69 18.10 160 32.00
0.45 11.28 22.84 3.20 19.64 160 32.00
0.50 12.53 23.14 3.03 20.10 160 32.00
0.55 13.78 22.84 3.20 19.64 160 32.00
0.60 15.04 21.80 3.69 18.10 160 32.00
0.65 16.29 20.30 4.52 15.78 160 32.00
. . . . . .
0.75 18.80 16.04 2.18 13.85 160 32.000.80 20.05 13.57 1.93 11.63 160 32.00
0.85 21.30 10.97 1.08 9.90 160 32.00
0.90 22.55 7.88 1.19 6.68 160 32.00
0.95 23.81 4.16 1.56 2.59 160 32.00
1.00 25.06 0.00 0.00 0.00 160 32.00
7/25/2019 TRABE AASHTO TIPO VI L=25.06
16/21
Esfuerzosenlafibrainferior
0.4fc 1.6fc
X/L X(m) fiCV+i
(kg/cm2)
1/2(pfzo
ef+CM)
(kg/cm2)
fitotal
(kg/cm2)
fcperm
(kg/cm2)
ftperm
(kg/cm2)
. . . . . .
0.05 1.25 9.15 12.34 3.18 160 32.000.10 2.51 17.34 17.79 0.45 160 32.00
0.15 3.76 24.16 23.60 0.55 160 32.00
0.20 5.01 29.87 32.18 2.31 160 32.00
0.25 6.27 35.31 38.57 3.25 160 32.00
0.30 7.52 40.66 45.33 4.67 160 32.00
0.35 8.77 44.69 55.17 10.48 160 32.00
0.40 10.02 47.99 54.08 6.09 160 32.00
0.45 11.28 50.29 53.43 3.14 160 32.00
0.50 12.53 50.94 53.21 2.27 160 32.00
0.55 13.78 50.29 53.43 3.14 160 32.00
0.60 15.04 47.99 54.08 6.09 160 32.000.65 16.29 44.69 55.17 10.48 160 32.00
0.70 17.54 40.66 45.33 4.67 160 32.00
0.75 18.80 35.31 38.57 3.25 160 32.00
0.80 20.05 29.87 32.18 2.31 160 32.00
0.85 21.30 24.16 23.60 0.55 160 32.00
0.90 22.55 17.34 17.79 0.45 160 32.00
0.95 23.81 9.15 12.34 3.18 160 32.00
1.00 25.06 0.00 0.00 0.00 160 32.00
200.00
CONDICINDESERVICIO
50.00
100.00
150.00
200.00
CONDICI NDESERVICIO
50.00
0.00
50.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
fitotal fcperm ftperm fstotal
7/25/2019 TRABE AASHTO TIPO VI L=25.06
17/21
DISEOPORRESISTENCIAULTIMA FLEXIN
Esfuerzoefectivodelpresfuerzo
efpfzo= 11,671.0 kg/cm2
(1%perdidas)*fi
Deformacininicialdelpresfuerzo
P= 0.00595 f ef/Ep
a= 11.76
c= 13.83 a/
Lecho #torones yi(cm) sp tp fsp T(kg) T*yi
. . , , ,
2 13 10 0.0388 0.0448 16,500 212,355 2,123,550
3 9 15 0.0377 0.0437 16,500 147,015 2,205,225
4 0 20 0.0000 0.0000 0 0 0
5 0 25 0.0000 0.0000 0 0 0
6 0 0 0.0000 0.0000 0 0 0
Acerode
pfzo
Lecho #var yi(cm) sp tp fsp T(kg) T*yi
1 2 5 0.0399 4,200 10,641 53,204
#var= 4 T= 549,696 kg
db= 1.27 C= 549,687 kg 0.85*fc*a*b
an= 1.27 yg= 9.606047 cm
Acerode
refuerzo
= . cm
MR= 927.09 Tm
Mu= 857.99 Tm OK
#torones reade
d(cm) MR
X(m)
Mu
0.00 0.00 0 2.53 197.88 0.00
1.25 158.11 7 2.53 197.88 335.47 ok
2.51 299.57 11 2.53 196.60 446.09 ok
3.76 420.53 15 2.53 195.70 583.21 ok
5.01 523.60 20 2.53 195.24 691.98 ok
6.27 616.48 24 2.53 194.22 796.98 ok
mm
7.52 700.84 28 2.53 193.27 927.09 ok
8.77 765.22 33 2.53 193.27 927.09 ok
10.02 815.10 33 2.53 193.27 927.09 ok
11.28 848.08 33 2.53 193.27 927.09 ok
12.53 857.99 33 2.53 193.27 927.09 ok
13.78 848.08 33 2.53 193.27 927.09 ok
. . . . . o
16.29 765.22 33 2.53 193.27 927.09 ok
17.54 700.84 28 2.53 193.27 927.09 ok
18.80 616.48 24 2.53 194.22 796.98 ok
7/25/2019 TRABE AASHTO TIPO VI L=25.06
18/21
20.05 523.60 20 2.53 195.24 691.98 ok
21.30 420.53 15 2.53 195.70 583.21 ok
22.55 299.57 11 2.53 196.60 446.09 ok
23.81 158.11 7 2.53 197.88 335.47 ok
25.06 0.00 0 2.53 197.88 0.00
1200.00
MOMENTORESISTENTEVSMOMENTOULTIMO
0.00
400.00
800.00
1200.00
400.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00
Mu Mr
REFUERZOPORCORTANTE
FuerzaquetomaelconcretoVci=0.6fc bd+(VciMr/Mmax) > 1.7fc bd
Vcw=(3.5fc+0.3fpc)bd+Vp
Datos:
b= 20.32 cm = 8 in
I= = 1,299,687in4
Y= 125.76 cm = 49.51 in
fc= 400 kg/cm2
5,689 Psi
54,097,058.62
0.00 0.00 128.06 36.25 91.81 197.88 22.93 10.0 210.56 209.79
0.05 1.25 121.96 36.25 85.71 197.88 24.57 10.0 210.56 209.79
0.10 2.51 104.51 36.02 68.50 196.60 30.54 15.0 139.47 149.16
Vu Vc Vs d S(cm) Sreal
(cm) Vs (Vc+Vs)X/L X(m)
0.15 3.76 92.94 35.85 57.09 195.70 36.48 15.0 138.83 148.48
0.20 5.01 81.80 35.77 46.03 195.24 45.13 15.0 138.50 148.13
0.25 6.27 71.28 35.58 35.70 194.22 57.89 20.0 103.33 118.07
0.30 7.52 60.92 35.41 25.51 193.27 80.61 20.0 102.83 117.50
7/25/2019 TRABE AASHTO TIPO VI L=25.06
19/21
0.35 8.77 50.53 35.41 15.13 193.27 135.95 20.0 102.83 117.50
0.40 10.02 40.36 35.41 4.96 193.27 414.86 25.0 82.26 100.02
0.45 11.28 31.30 35.41 4.11 193.27 500.61 25.0 82.26 100.02
0.50 12.53 25.20 35.41 10.21 193.27 201.44 25.0 82.26 100.02
0.55 13.78 31.30 35.41 4.11 193.27 500.61 25.0 82.26 100.02
0.60 15.04 40.36 35.41 4.96 193.27 414.86 25.0 82.26 100.02
. . . . . . . . . .
0.70 17.54 60.92 35.41 25.51 193.27 80.61 20.0 102.83 117.500.75 18.80 71.28 35.58 35.70 194.22 57.89 20.0 103.33 118.07
0.80 20.05 81.80 35.77 46.03 195.24 45.13 15.0 138.50 148.13
0.85 21.30 92.94 35.85 57.09 195.70 36.48 15.0 138.83 148.48
0.90 22.55 104.51 36.02 68.50 196.60 30.54 15.0 139.47 149.16
0.95 23.81 121.96 36.25 85.71 197.88 24.57 10.0 210.56 209.79
1.00 25.06 128.06 36.25 91.81 197.88 22.93 10.0 210.56 209.79
Estr#= 4
db= 1.27 cm
an= 1.27 cm2#ramas= 2
300.00
CORTANTE
200.00
100.000.00
100.00
200.00
300.00
300.00
200.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
Vu Vc+Vs
7/25/2019 TRABE AASHTO TIPO VI L=25.06
20/21
REFUERZOPORCORTANTEHORIZONTAL
s= 60.96 cm Separacinmaxima4t24in
Superficilimpia,rugosayconrefuerzominimodeestribos
0.00 0.00 197.88 1,071.27 24.61 128.06 3.46 1,071.27 1.84 ok
0.05 1.25 197.88 1,071.27 24.61 121.96 3.30 1,071.27 1.84 ok
0.10 2.51 196.60 1,064.35 24.61 104.51 2.84 1,064.35 2.76 faltaest
d 350bvd f VuX/L X(m) fVu Vnh>
Vu Amin
0.15 3.76 195.70 1,059.47 24.61 92.94 2.54 1,059.47 2.76 faltaest
0.20 5.01 195.24 1,056.99 24.61 81.80 2.24 1,056.99 2.76 faltaest
0.25 6.27 194.22 1,051.43 24.61 71.28 1.96 1,051.43 3.68 faltaest
0.30 7.52 193.27 1,046.33 24.61 60.92 1.69 1,046.33 3.68 faltaest
0.35 8.77 193.27 1,046.33 24.61 50.53 1.40 1,046.33 3.68 faltaest
0.40 10.02 193.27 1,046.33 24.61 40.36 1.12 1,046.33 4.60 faltaest0.45 11.28 193.27 1,046.33 24.61 31.30 0.87 1,046.33 4.60 a taest
0.50 12.53 193.27 1,046.33 24.61 25.20 0.70 1,046.33 4.60 faltaest
0.55 13.78 193.27 1,046.33 24.61 31.30 0.87 1,046.33 4.60 faltaest
0.60 15.04 193.27 1,046.33 24.61 40.36 1.12 1,046.33 4.60 faltaest
0.65 16.29 193.27 1,046.33 24.61 50.53 1.40 1,046.33 3.68 faltaest
0.70 17.54 193.27 1,046.33 24.61 60.92 1.69 1,046.33 3.68 faltaest
0.75 18.80 194.22 1,051.43 24.61 71.28 1.96 1,051.43 3.68 faltaest
0.80 20.05 195.24 1,056.99 24.61 81.80 2.24 1,056.99 2.76 faltaest
0.85 21.30 195.70 1,059.47 24.61 92.94 2.54 1,059.47 2.76 faltaest
0.90 22.55 196.60 1,064.35 24.61 104.51 2.84 1,064.35 2.76 faltaest
0.95 23.81 197.88 1,071.27 24.61 121.96 3.30 1,071.27 1.84 ok1.00 25.06 197.88 1,071.27 24.61 128.06 3.46 1,071.27 1.84 ok
Tomandoencuantaquelasvarillasdelastrabesenlasaletastambienquedaransalidaspara
ormaramarreslascualesseran#4@30
Estr#= 4estriboenaletasdetrabe
#ramas= 2
db = 1.27 cm.
an= 1.27cm2
5.07 cm2
OKAreadeacero=
7/25/2019 TRABE AASHTO TIPO VI L=25.06
21/21
CALCULODEDEFLEXIONESALCENTRODELCLARO
w(t/m) (cm)
Pp 1.68 1.06
osa 1.06 0.63
GyB 0.52 0.31280,000.00
E(kg/cm2)
265,631.32
280,000.00
pav 0.49 0.29
PERM= 10.94 cm L/240+0.5
CV= 0.77 cm DatoobtenidodelmodeloSAP2000
CV+i= 0.956 cm
280,000.00
TOTAL= 3.261 cm
Calculodecontraflecha
CONTRAF= 1.49
FINAL= 1.77 cm OK