puente memoria de calculo

7/25/2019 Puente Memoria de Calculo

1/7

7

6 5 5 6

4 4

H = cm m

I = cm4 m4

A = cm2 m2 1yi = cm m

3 3

2 2

RESUMEN

135.0 1.35000

0

0

50

0 15 15

23

20

23

0

20

0

15

164.8051

20

135

4,974.0 0.4974061.5 0.61487

57 10,261,069.6 0.10261

23

66

20

1234567

I = + =

1234

30.23 913,758.8

-- - - 94 77

1,000.0 125.0 125,000.0 33,333.3--

8,315,723.4

0 0 0 - - - - - 94.77 -

d Ad2

164.8050797 164.8050797 20 3,296.1 145.0 477,934.7 109,870.1 50.23I

135

FIGURA B SUPERIOR B INFERIOR ALTURA

434669.97714974 305835.6667

AREA Ay

HTOTAL

y

- - -

434669.9771 9826399.665 10,261,069.6

yi =

66 66 20

20 20 5720 66 23

50 50 050 20 15

50 50 20

FIGURA B SUPERIOR B INFERIOR ALTURA AREA y

1,000.0 125.0 125,000.0 33,333.3

Ay I d Ad2

63.51 4,033,918.3- -

47.08 1,163,902.0

- -525.0 108.6 57,000.0 9,241.1

- -

13,200.0 44,000.01,320.0 10.0

1,140.0 71.5989.0 29.4

81,510.0 308,655.0 10.01 114,299.7

- 32.04 1,015,095.329,125.7 39,440.6

9826399.665

- --

- 51.49 3,499,184.4

305835.6667= 61.48686503

4974

50 50 2050 50 0


2/7

HOJA DE CLCULOS

proyecto: Pte. Picachos fecha: hoja:

-nmero: ubicacin: calcul: revis:

S/N - GLA FDL

Claro L = m al apoyoAncho de losa = m

Espesor de losa = mEspesor de carpeta = m

Ancho de calzada = m L =Nde carriles =

Nmero de trabes = piezas

Separacin de trabes = m rea de una trabe = m Ancho banqueta ms parapeto = m EXTREMA

Ancho banqueta = m CENTRALPeso de banquetas = ton/m

Volado de losa = mPeso de guarnicin ms parapeto = ton/m 2 PIEZAS

Carga viva de banqueta = ton/mdiafragmas = ton

CARGAS POR TRABE REACCIONESPOR TABLERO

Peso propio tonLosa Si el impacto es producido por 2 o 3 ejes = 30%; si no, 25%Carpeta CARGA MUERTA CARGA VIVACMS WTABLERO= ton RTABLERO= ton

ton Rtrabe 1= ton Impacto =

6 julio 2011

0

VISTA LATERAL TRABE

38.87

27.4621.5311.59

21.950.954

1.1940.960.504

T2

9.224

T11.1940.9360.504

0.954

1IMT 66.5 0

1

1651.25243.8

IMT 20.5

CARRILES TOTAL

T3 S2 R4

3 IMT 20.5 0

TIPO DE CAMIN CARRILES1.320 HS 20 0

0.0000.173 C A R G A V I V A

0.40

12

2.000

0.4000

23

0.1203.500 0.40 22.2

0.4970.200

0.950

0.400

82.52

DOSTA JUREZINGENIEROS CONSULTORES

Tels. 5389 1359, 55 2109 8337

Email: [email protected]

22.2003.9000.200

SECCIN TRANSVERSAL: Rtrabe 1= ton

REPARTO TRANSVERSAL POR EL MTODO DE ENGESSERCOURBON Rtrabe 1Coef R = ton

0.34 1.4 9

ESPACIOS DE =

BIEN

70

CON AASHTOT 1 T 2 EXCENTRICIDAD

CAMIN

0.51

34.4

27.42

0.613 0.225

3.500 0.200

0.950 1 2.000 2 0.950

0.200

3.900

C

0.59523810.6275

0.200


3/7

HOJA DE CLCULOS

proyecto: Pte. Picachos fecha: hoja:

-nmero: ubicacin: calcul: revis:

S/N - GLA FDL

6 julio 2011


Tels. 5389 1359, 55 2109 8337


SOLICITACIONES POR TRABETRABE 1

x / Lx

PESO PROPIOLOSA

CARPETABANQUETA

GUARNICIN Y PARAPETO

CARGA VIVA BANQUETACARGA VIVA CAMIN

CARGA VIVA TRABECARGA VIVA EQUIVALENTE

x / Lx

PESO PROPIOLOSA

CARPETABANQUETA


CARGA VIVA BANQUETACARGA VIVA CAMIN

CARGA VIVA PARA TRABECARGA VIVA EQUIVALENTE

205.2 217.20.0 28.1 46.2 84.0 222.4 224.5116.5 142.5 164.9 189.1

33.0 29.7 26.3 23.1 20.3 17.743.8 41.6 40.2 36.5 15.2 12.7

91.531 111.96

0.0 0.0

26.0

36.9

Reaccin

7.77 8.88 9.99 11.1

0.4 0.45 0.5

10.76

5.80

13.73

0.99

7.59

0.00

43.8

34.4

0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0

3.7 2.9 2.2 1.5 0.7 0.07.3 6.9 6.6 5.9 5.1 4.4

0.5 0.4 0.3 0.2 0.1 0.01.0 0.9 0.9 0.8 0.7 0.6

2.8 2.2 1.7 1.1 0.6 0.05.6 5.3 5.0 4.5 3.9 3.4

5.2 4.2 3.1 2.1 1.0 0.010.4 9.8 9.4 8.3 7.3 6.2

6.6 5.3 4.0 2.7 1.3 0.013.3 12.4 11.9 10.6 9.3 8.0

0.15 0.2 0.25

0 0.68 1.11 2.22 3.33 4.44

0.3 0.35

5.55 6.66

CORTANTE0 kL

176.38

0.0

129.56 148.570 22.073 36.298 65.997 161.22 170.65 174.73

40.7

0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0

39.0 40.3

4.5 4.8 5.1 5.34.0 5.3

0.0 4.8 7.7 14.6 20.7 30.5 34.2 37.0

0.0 0.6 1.0 1.9 2.7 3.4

23.3 26.1 28.3 29.8 30.7 31.00.0 3.7 5.9 11.2 15.8 19.9

57.1

61.8 66.9 70.6 72.8

57.7

73.5

0.0 6.8 11.0 20.8 29.4 43.2 48.4 52.5 55.4

8.88 9.99 11.1

0.0 8.7 14.0 26.5 37.5 47.1 55.2

0.5

0 0.68 1.11 2.22 3.33 4.44 5.55 6.66 7.77

0.2 0.25 0.3 0.35 0.4 0.45

34.4 32.7

0 kL 0.05 0.1 0.15

0.05 0.1

23.3

MOMENTO

31.6 28.7 25.9 11.9 10.020.7 18.1 15.9 13.9

TRAB 0 x / Lx

PESO PROPIOLOSA

CARPETABANQUETA


CARGA VIVA BANQUETA

CARGA VIVA CAMINCARGA VIVA PARA TRABE

CARGA VIVA EQUIVALENTE

TRABE 2x / L

xPESO PROPIO

Reaccin

13.73

###### ############ ###### ###### ###### ###### ###### ###### ###### ######

0.0 0.0

######

29.8

H/2

6.6 5.3 4.0 2.7 1.3 0.013.3 13.3 11.9 10.6 9.3 8.0

5.55 6.66 7.77 8.88 9.99 11.10 1.11 2.22 3.33 4.44

0.25 0.3 0.35 0.4 0.45 0.50 H/2 0.05 0.1 0.15 0.2

CORTANTE

40.7

0.00.00.0 0.0 0.0 0.0 0.0

39.0 40.3

0.0 0.0 0.0

5.3

20.7 26.0 30.5 34.2 37.0

4.54.0 5.1 5.3

30.7

0.0 0.0 7.7 14.6

4.8

23.3 26.1 28.311.2 31.0

0.0 0.0 1.0 1.9 2.7 3.4

0.0 0.0 5.9 15.8 19.9

43.2 48.4 52.5 55.40.0 0.0 11.0 20.8 29.4 36.9

66.9 70.6 72.8 73.5

57.1 57.7

9.99 11.1

0.0 0.0 14.0 26.5 37.5 47.1 55.2 61.8

0 1.11 2.22 3.33 4.44

0.2 0.25 0.3 0.35 0.4MOMENTO

0 0.45 0.5

224.5116.5 142.5 164.9

5.55 6.66 7.77 8.88

0.05 0.1 0.15

0.0 28.1 46.2 84.0 217.2 222.4189.1 205.2


4/7

HOJA DE CLCULOS

proyecto: fecha: hoja:

- 6 julio 2011nmero: ubicacin: calcul: revis:

S/N - GLA FDL

DISEO DE TRABES DE CONCRETO PRETENSADAS

PROYECTO: Pte. Picachos Claro = 22.200 m

TRAMO: TipoCLARO = 22.2 m momento carga muerta + T3-S2-R4 o T3-S3 o HS-20

COMBINACION: (CM+CV+I)

MATERIALES

TRABE

CONCRETO fC= kg/cm TENSAR ACERO ( 1.3 ) AESFUERZO DEL CONCRETO fCiAL TENSADO = kg/cm fSR= kg/cm

2

ACERO DE PRESFUERZO frg= kg/cm As TORN= cm2

BAJA RELAJACIN SI Fuerza = kg

Fuerza/Torn = kg

LOSA CONCRETO fC= kg/cm

ACERO fY= kg/cm

CARGAS Peso propio ton/mLosa ton/m PERALTE

Carpeta ton/m SECCIN SIMPLE

Guarnicin y Parapeto ton/m

Suma de Carga Muerta ton/m

Carga Viva Equivalente ton/m

1.3500

3.59

0.75 14,220

1.19

421,054

Ancho patn viga + losa

0.9870

1.95

4200

0.94

350

300

18,960

250

0.50

2.86

0.95

Pte. Picachos

14,035



Tels. 5389 1359, 55 2109 8337

PROPIEDADES GEOMTRICAS m

SECCIN SIMPLE SECCIN COMPUESTAH = m H = m PERALTE = cm

IX= m4

IX= m4

Ancho Patn Losa = cm

A = m A = m Trabe

Yi = m Yi = m Ancho alma = cm

a = m a = m Ancho Patn Inf. = cm

HUMEDAD RELATIVA PROMEDIO ANUAL

HR = %MDULO DE ELASTICICIDAD DEL ACERO

ES= kg/cm

MDULO DE ELASTICIDAD DEL CONCRETO

EC= 280,624 kg/cm

0.66

LOSA

0.9477

60

2,100,000

ESF ACERO DE REF LONG

0.4000

0.6149

0.4000

1.3500

0.1026 0.2420

1.5500

0.8270

20

195

66

ESF ACERO DE REF VERT

20

0.4974


5/7

HOJA DE CLCULOS



S/N - GLA FDL

Pte. Picachos



Tels. 5389 1359, 55 2109 8337

VMIN= 4% de PPRESF= 0.04 x 14,220 x 30 x 0.99 x 80.79% = 13.649 ton en d/4 C

MCARGA VIVA ESFUERZOS PERMISIBLESVCARGA VIVA

YTORONES A la Transferenciacm 0.03 L COMPRESIN fC= kg/cm

TENSIN fT= kg/cm

50 En servicio

45 COMPRESIN fC= kg/cm40 TENSIN fT= kg/cm

35

30 RESUMEN DE RESULTADOS

25 A LA TRANSFERENCIA20 fSMIN= kg/cm bien

15 fI MAX= kg/cm bien

10 EN SERVICIOfSMAX= kg/cm bien

SUMA fI MIN= kg/cm bien

FLEXINACERO EN FIBRA INFERIOR MNIMO cm Vars. # 3

ESFUERZOS


6/7

HOJA DE CLCULOS



S/N - GLA FDLDISEO POR CORTANTE DE TRABES PRETENSADAS

x en metros 0.675 1.11 2.22 3.33 4.44 5.55 6.66 7.77 8.88 9.99 11.1 MEDIO CLARO

MCM 26.06 42.00 79.57 112.73 141.46 165.77 185.67 201.14 212.19 218.82 221.03

MCV 34.41 31.58 28.68 25.93 23.33 20.66 18.15 15.95 13.91 11.94 9.98

MU en ton-m 109.94 124.40 166.82 203.84 235.47 261.17 281.48 296.73 306.58 310.86 309.39

VCM 37.40 35.84 31.86 27.88 23.90 19.91 15.93 11.95 7.97 3.98 0.00

VCV 34.41 31.58 28.68 25.93 23.33 20.66 18.15 15.95 13.91 11.94 9.98

VUen ton 124.68 116.40 104.80 93.54 82.63 71.55 60.82 50.78 41.09 31.57 22.05

VC 22.05 22.05 22.29 22.31 22.31 22.49 22.49 22.53 22.53 22.53 22.53

VU-VC 102.63 94.35 82.50 71.23 60.32 49.06 38.33 28.25 18.55 9.04 -0.48

E#3@ 7.41 8.06 9.22 10.68 12.61 15.50 19.84 26.92 40.98 84.16 -1575.75

bw de trabe 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00

d trabe 142.86 142.86 144.44 144.55 144.55 145.71 145.71 146.00 146.00 146.00 146.00

Vud/Mu 1.62 1.34 0.91 0.66 0.51 0.40 0.31 0.25 0.20 0.15 0.10

Vc = 0.55*raiz(fc)bwd 22.05 22.05 22.29 22.31 22.31 22.49 22.49 22.53 22.53 22.53 22.53

(0.16 raiz(fc) + 49Vud/Mu)bwd 111.41 111.41 102.82 76.96 60.38 49.30 40.26 33.37 27.55 22.47 17.72

1.3 raiz(fc)bwd 52.12 52.12 52.70 52.73 52.73 53.16 53.16 53.26 53.26 53.26 53.26

VC considerado 52.12 52.12 52.70 52.73 52.73 49.30 40.26 33.37 27.55 22.53 22.53


20.00


Tels. 5389 1359, 55 2109 8337

Pte. Picachos

Pgina 6

72.56 64.28 52.10 40.81 29.90 22.25 20.56 17.41 13.54 9.04 0.01

Bien

Separacin de Estribos #3 en cm 8.9 10.1 12.4 15.9 21.7 29.1 31.6 37.2 47.9 71.8 64858.5

Separacin Max. Estribos #3 en cm 85.20 85.20 85.20 85.20 85.20 85.20 85.20 85.20 85.20 85.20 85.20

Separacin de Estribos # 4 en cm 15.99 18.05 22.27 28.43 38.80 52.13 56.44 66.63 85.71 128.40 116014.50

Separacin Max. Estribos # 4 en cm 152.40 152.40 152.40 152.40 152.40 152.40 152.40 152.40 152.40 152.40 152.40

Estribos a colocar 14 @ 8 11 @ 10 9 @ 12 7 @ 15 6 @ 20 4 @ 25 4 @ 30 4 @ 30 3 @ 40 3 @ 40 0 @ 2.8 67 Est.

MATERIALESConcreto fC= 350 kg/cm FLECHA = cm

Acero f Y= 4200 kg/cm FLECHA ADMISIBLE = cm 1 / 800 BIENd = 145 cm

0.53 0.420.83 0.72 0.62

1110

115.81

0.33 0.24 0.16

Vs < Vu-Vc Vs < Vu-Vc Vs < Vu-Vc

0.08 0.00( Vu - Vc ) / Vs MAX

Vs < Vu-VcSe debe cumplir que Vs < Vu - Vc Vs < Vu-Vc Vs < Vu-Vc Vs < Vu-Vc Vs < Vu-Vc

0.91

VU-VCVs MAX 113.32

1.3247

2.775

115.81

Vs < Vu-Vc Vs < Vu-Vc

114.58 114.66 114.66 115.59 115.59

Vs < Vu-Vc

113.32 115.81 115.81

Pgina 6


7/7

Esp de de de Esp de de 5 de 25 9 de 30

1150

8 10

BIEN

1150

CL

20010 20

E# 3

Eje

5

120 160 150 125 27010 15

1201215 16 10

Pgina 7Pgina 7

puente memoria de calculo

Documents