PANTALLA ESTRIBO QUIRISHARI

8/6/2019 PANTALLA ESTRIBO QUIRISHARI

1/11

06/30/2011

PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts

DISEO DE PANTALLAS

3) Diseo de Losa0.90

f'c= 210 Kg/cm2fy= 4,200 Kg/cm2

N= 9.223.1) Diseo por Resistencia

Item Frontal Hz Frontal Lateral Hz Lateral Posterior Hz (Exter.) (Inter.) Vert. (Exter.) (Inter.) Vert.* (Exter.) (Inter.) (

MU 3.30 1.90 2.90 3.10 2.95 6.00 4.20 3.40 Esp. Losa= 0.50 0.50 0.50 0.40 0.40 0.40 0.30 0.30 Recubrimiento= 0.05 0.05 0.06 0.06 0.06 0.05 0.05 0.05 D (peralte efectivo)= 0.44 0.44 0.43 0.33 0.33 0.34 0.24 0.24 As req.= 2.20 1.32 1.72 2.64 2.31 4.76 4.80 3.84 Dim. (1/8") Var. 01 4 4 5 5 5 5 4 4

Var. 02Area de refuerzo= 1.29 1.29 2.00 2.00 2.00 2.00 1.29 1.29 Espac. Requerido= 58.64 97.73 116.28 75.76 86.58 42.02 26.88 33.59 Espac. Elegido= 25.00 25.00 30.00 40.00 40.00 30.00 20.00 25.00Area Final= 5.16 5.16 6.67 5.00 5.00 6.67 6.45 5.16 % Area Requerida 235% 391% 388% 189% 216% 140% 134% 134%

3.2) Propiedades de la Seccin


As= 5.16 5.16 6.67 5.00 5.00 6.67 6.45 5.16 d= 0.44 0.44 0.43 0.33 0.33 0.34 0.24 0.24 I= 7.59E-04 7.59E-04 9.10E-04 4.03E-04 4.03E-04 5.54E-04 2.56E-04 2.11E-04 YS= 2.17E-04 2.17E-04 2.72E-04 1.57E-04 1.57E-04 2.14E-04 1.45E-04 1.16E-04

3.3) Verificacin por Agrietamiento


dc [dist. cara al cg refuerzo] 6.27 6.27 7.59 7.59 7.59 6.59 6.27 6.27 Area (Espac.*2dc)= 313.50 313.50 455.40 607.20 607.20 395.40 250.80 313.50 Mact [M Emp]= 1.95 1.12 1.72 1.83 1.75 3.55 2.49 2.01 fs [Mact/YS]= 901 519 631 1,172 1,115 1,662 1,720 1,728 Z (Factor de Exposicin)= 23,000 23,000 23,000 23,000 23,000 23,000 23,000 23,000 fs max [min{Z/(Area*dc)^1/3,0.6fy}]= 1,836 1,836 1,521 1,382 1,382 1,671 1,978 1,836

Notas: Mact: momento en condiciones de servicio-En Tapas Long, Tapas TranMact=MU/1.3 (Mayormente cargas d-En Zap. Frontal Vert. y Hz :Mact=MU/2 (Diseo con empuje p-En dems elementos: Mact=MU/1.69 (Diseo con empuje d

*Ver refuerzo vertical adicional por traccin en pantallas laterales

=


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DISEO DE PANTALLAS


f'c= 210 Kg/cm2fy= 4,200 Kg/cm2

N= 9.223.1) Diseo por Resistencia

Item

MUEsp. Losa=Recubrimiento=D (peralte efectivo)=As req.=Dim. (1/8") Var. 01

Var. 02Area de refuerzo=Espac. Requerido=Espac. Elegido=

Area Final=% Area Requerida

3.2) Propiedades de la Seccin

Item

As=d=I=YS=


Item

dc [dist. cara al cg refuerzo]Area (Espac.*2dc)=Mact [M Emp]=fs [Mact/YS]=Z (Factor de Exposicin)=fs max [min{Z/(Area*dc)^1/3,0.6fy}]=

=

Zap. Frontal Vert. Zap. Frontal Hz. Zap. Lateral Vert. Zap. Lateral Hz. Zap(Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exte

46.00 22.00 18.50 15.10 5.50 1.50 7.30 1.35 140.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 00.05 0.05 0.06 0.06 0.05 0.05 0.06 0.06 00.44 0.44 0.43 0.43 0.44 0.44 0.43 0.43 0

29.92 13.64 11.61 9.46 3.52 0.88 4.73 0.86 85 5 5 5 5 5 5 5 6 5 4

4.84 2.00 4.00 3.29 2.00 2.00 2.00 2.00 416.18 14.66 34.45 34.78 56.82 227.27 42.28 232.56 4515.00 15.00 30.00 30.00 30.00 30.00 30.00 30.00 3032.27 13.33 13.33 10.97 6.67 6.67 6.67 6.67 13108% 98% 115% 116% 189% 758% 141% 775% 15


32.27 13.33 13.33 10.97 6.67 6.67 6.67 6.67 130.44 0.44 0.43 0.43 0.44 0.44 0.43 0.43 0

3.59E-03 1.75E-03 1.66E-03 1.41E-03 9.55E-04 9.55E-04 9.10E-04 9.10E-04 1.75

1.27E-03 5.46E-04 5.33E-04 4.41E-04 2.78E-04 2.78E-04 2.72E-04 2.72E-04 5.46


6.59 6.59 7.59 7.59 6.59 6.59 7.59 7.59 698.85 197.70 227.70 227.70 395.40 395.40 455.40 455.40 19723.00 11.00 9.25 7.55 3.25 0.89 4.32 0.80 81,804 2,016 1,736 1,712 1,169 319 1,589 294 1

23,000 23,000 23,000 23,000 23,000 23,000 23,000 23,000 232,520 2,106 1,917 1,917 1,671 1,671 1,521 1,521 2

Notas: Mact: momento en condiciones de servicio-En Tapas Long, Tapas Transv. : (Mayormente cargas de gravedad)-En Zap. Frontal Vert. y Hz : (Diseo con empuje pasivo: caso ext-En dems elementos: (Diseo con empuje de suelo en repo


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Clculo del Refuerzo Vertical Adicional por Traccin(Pantallas Laterales, Pantalla Central)

1) CONCRETO Y ACEROf'c= 210 Kg/cm2

0.85

fr= 28.98 Kg/cm23.00E-03 [Para diseo]

Ec= 2.17E+05 Kg/cm2

fy= 4,200 Kg/cm2Es= 2.00E+06 Kg/cm2

2.10E-03

2) DETERMINACION DEL AREA DE ACERO POR TRACCION1.80 Ton/m3

Elemento Centro Lados

Bloque de SueloAncho 4.88 1.95 mtH. Media 2.20 2.20 mtW= 19.31 7.72 Ton/mtW Ult= 25.10 10.04 Ton/mt

As traccinTotal 6.64 2.66 cm2/mtPor Cara 3.32 1.33 cm2/mtAs (flexin)= 0 4.76 cm2/mt

As Total= 3.32 6.09 cm2/mtDim. (1/8") Var. 01 5 5

Var. 02Area de refuerzo= 2.00 2.00 cm2/mtEspac. Requerido= 60.25 32.85 cmEspac. Elegido= 40.00 30.00 cmArea Final= 5.00 6.67 cm2/mt% Area Requerida 151% 110%

1=

c=

y=

suelo=


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06/30/2011

PUENTE: TOCONSobrecarga: HS-25Luz: 25.00 mts

DISEO DE LOSA


f'c= 280 Kg/cm2fy= 4,200 Kg/cm2Ec= 251,000 Kg/cm2

N= 7.97

3.1) Diseo por Resistencia

Item Long. Long. Transv. Interior (Posit.) (Neg.) (Posit.) (Negat.)

M PP+CM 0.22 0.35 0.43 0.58 T-m/mM S/C 1.89 0.53 2.07 1.65 T-m/mM S/C+I (1.3 M S/C) 2.46 0.69 2.69 2.15 T-m/mMU 5.62 1.95 6.40 5.41 T-m/mEsp. Losa= 0.28 0.28 0.28 0.28 mtRecubrimiento= 0.04 0.06 0.03 0.05 mtD (peralte efectivo)= 0.23 0.21 0.24 0.22 mt

0.0749 0.0313 0.0782 0.07890.0452 0.0186 0.0473 0.04780.30% 0.12% 0.32% 0.32%

As= 6.75 2.46 7.52 6.88 cm2/mtDim. (1/8") Var. 01 5 4 5 4

Var. 02 3Area de refuerzo= 2.00 1.29 2.00 2.00 cm2Espac. Requerido= 29.63 52.44 26.60 29.07 cmEspac. Elegido= 25.00 25.00 25.00 25.00 cmArea Final= 8.00 5.16 8.00 8.00 cm2% Area Requerida 119% 210% 106% 116%

3.2) Verificacin por Fatiga

Item Interior Interior Transv. Interior (Posit.) (Negat.) (Posit.) (Negat.)

0.22 0.35 0.43 0.58 T-m/m2.46 0.69 2.69 2.15 T-m/m

As= 8.00 5.16 8.00 8.00 cm2d= 0.23 0.21 0.24 0.22 mtA [As*N]= 6.38E-03 4.11E-03 6.38E-03 6.38E-03B [As*d*N]= 1.43E-03 8.43E-04 1.50E-03 1.37E-03X [{(A^2+2*b*B)^0.5-A}/b]= 0.0476 0.0372 0.0487 0.0464mtI= 2.37E-04 1.33E-04 2.60E-04 2.15E-04 m4YS= 1.67E-04 9.94E-05 1.75E-04 1.60E-04 m3

mn [MD]= 131 352 246 363 Kg/cm21,468 693 1,538 1,344 Kg/cm2

Admis. [1475-0.33*fs mn+168]= 1,600 1,527 1,562 1,523Kg/cm292% 45% 98% 88%


Item Interior Interior Transv. Interior (Posit.) (Negat.) (Posit.) (Negat.)

dc [dist. cara al cg refuerzo] 5.59 7.27 4.59 6.27 cmArea (Espac.*2dc)= 279.50 363.50 229.50 156.75 cm2Mact [MD + M S/C]= 2.68 1.04 3.12 2.73 T-m/mfs [Mact/YS]= 1,600 1,045 1,783 1,707 Kg/cm2Z (Factor de Exposicin)= 23,000 23,000 23,000 23,000 Kg/cmfs max [min{Z/(Area*dc) 1/3,0.6fy}]= 1,982 1,664 2,260 2,313 Kg/cm2

=

K=1.70*MU/f'cbd^2 [0.85-(0.85^2-K)^0.5]= [*f'c/fy]=

MD G%=M S/C G%=

fs (M/YS)

S/C [M S/C]=

S/C Admis.=


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Diagrama de Interaccin / Contrafuerte Central


0.85fr= 28.98 Kg/cm2

3.00E-03 [Para diseo]

Ec= 2.17E+05 Kg/cm2

fy= 4,200 Kg/cm2Es= 2.00E+06 Kg/cm2

2.10E-03

0.900.70

Q= 23.53 [fy/(0.85*f'c)]N=Es/EcN= 9.20

0.70bw

2) GEOMETRIA Y REFUERZO

twbw= 3.55 mttw= 0.50 mtb= 0.40 mt XH= 3.50 mt d As(n)

HD= 3.95 mt

PU= 238.00b

Propiedades de la Seccin

B H Area CGX My Io ICG

(mt) (mt) (m2) (m) (m2-m) (m4) (m4)Ac1 3.55 0.50 1.7750 0.25 0.44 0.15Ac2 0.40 3.50 1.4000 2.25 3.15 8.52Total Conc. 4.00 3.1750 1.13 3.59 8.66 4.60As (Equiv.) 0.1423 0.38TOTAL 4.00 3.3173 1.20 3.98

Z Pos= 1.601.2 Mcr= 695.36 Ton-mt

Detalle del Refuerzo Principal

Capa As X

(cm2) (mt)1 10.00 0.052 10.00 0.453 0 3.754 20.24 3.855 20.24 3.95

1=

c=

y=

flex= comp=

y/c=


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06/30/2011


Diagrama de Interaccin / Contrafuerte Central

0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000-1,000

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

Diagrama de Interaccin

Row 159Row 156M (Ton-m)

P

(Ton)


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06/30/2011


Diagrama de Interaccin / Contrafuerte Lateral


0.85fr= 28.98 Kg/cm2

3.00E-03 [Para diseo]

Ec= 2.17E+05 Kg/cm2

fy= 4,200 Kg/cm2Es= 2.00E+06 Kg/cm2

2.10E-03

0.900.70

Q= 23.53 [fy/(0.85*f'c)]N=Es/EcN= 9.20

0.70bw

2) GEOMETRIA Y REFUERZO

twbw= 1.98 mttw= 0.50 mtb= 0.40 mt XH= 3.50 mt d As(n)

HD= 3.95 mt

PU= 183.00b

Propiedades de la Seccin

B H Area CGX My Io ICG

(mt) (mt) (m2) (m) (m2-m) (m4) (m4)Ac1 1.98 0.50 0.9875 0.25 0.25 0.08Ac2 0.40 3.50 1.4000 2.25 3.15 8.52Total Conc. 4.00 2.3875 1.42 3.40 8.60 3.77As (Equiv.) 0.1282 0.38TOTAL 4.00 2.5157 1.50 3.78

Z (Pos)= 1.46 m3PU/Ag= 72.74 01.2 Mcr= 635.72 508.16

Detalle del Refuerzo Principal

Capa As X(cm2) (mt)1 7.00 0.052 7.00 0.453 20.24 3.854 20.24 3.95

1=

c=

y=

flex= comp=

y/c=


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06/30/2011


Diagrama de Interaccin / Contrafuerte Lateral

0 500 1,000 1,500 2,000 2,500 3,000 3,500-1,000

0

1,000

2,000

3,000

4,000

5,000

Diagrama de Interaccin

Row 159Row 156M (Ton-m)

P

(Ton)


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TABLA DE REFUERZO

Nro Dim. Area Long. Peso Long.(1/8") (pul) (cm2) (mt) (Kg/mt) Emp.

2 1/4" 0.32 9.00 0.25 0.303 3/8" 0.71 9.00 0.58 0.304 1/2" 1.29 9.00 1.00 0.455 5/8" 2.00 9.00 1.60 0.556 3/4" 2.84 9.00 2.26 0.708 1" 5.06 9.00 4.05 1.20

11 1 3/8" 9.57 12.00 7.97 2.00BD de Refuerzo

PLANCHAS DE REFUERZO

Esp. Nro Peso(cm) (1/16") (Kg/m2)

0.30 1/8"0.45 3/16"0.60 1/4"0.80 5/16"0.95 3/8"1.25 1/2"1.60 5/8"2.00 3/4"2.50 1"3.20 1 1/4"3.80 1 1/2"

BD de Planchas

TABLA DE RANGOS DE CICLO DE FATIGA

Rango Nro Ciclos

1


10/11

TABLA DE FATIGA

Cd Categ. Rango1 2 3 4

10 A 4,410 2,590 1,680 1,68021 B 3,430 2,030 1,260 1,12022 B' 2,730 1,610 1,015 84031 C 2,485 1,470 910 70041 D 1,960 1,470 910 70051 E 1,540 910 560 31552 E' 1,120 644 406 18261 F 1,050 840 630 560

110 A 3,500 2,030 1,680 1,680121 B 2,730 1,610 1,120 1,120122 B' 2,170 1,260 770 770131 C 1,960 1,120 700 630141 D 1,540 910 560 350

151 E 1,190 700 420 161152 E' 840 490 280 91161 F 840 630 490 420

BD de Categoras de Esfuerzo

Cd Tipo Term Rango1 2 3 4

10 Canal B 714 536 429 37520 Stud 914 745 552 387

BD de Esfuerzo de Conectores


11/11

PUENTE: TOCONSobrecarga: HS-25Luz: 25.00 mt

FUERZAS DE DISEO

GRUPO F-X F-Y F-Z M-X M-Y M-Z

CONTRAFUERTE LATERAL

CIA 45.54 0.93 221.85 52.56 115.11 -64.18CIB 43.93 -11.07 124.08 34.01 80.01 -49.92CIC 45.44 5.40 220.36 49.52 116.24 -53.10CID 43.83 -6.60 122.59 30.97 81.14 -38.85CVIIA 91.57 -8.92 182.48 85.98 276.01 -39.96CVIIB 91.30 -13.53 131.62 94.12 307.23 -34.55CVIIC 91.47 -4.45 180.99 82.93 277.14 -28.88CVIID 91.20 -9.07 130.13 91.07 308.37 -23.48

CONTRAFUERTE CENTRALCIA 61.73 0 306.22 0 185.90 0CIB 65.03 0 153.45 0 134.80 0

CIC 61.69 0 309.14 0 183.02 0CID 64.99 0 156.37 0 131.92 0CVIIA 145.17 0 234.78 0 410.93 0CVIIB 145.82 0 166.23 0 447.33 0CVIIC 145.13 0 237.70 0 408.05 0CVIID 145.78 0 169.15 0 444.45 0

CONTRAFUERTE LATERALI-A 25.67 7.43 161.72 -38.98 152.23 35.68I-B 25.04 13.73 83.95 -27.60 84.35 26.74III-A 29.69 7.58 161.27 -45.26 180.70 34.21

III-B 29.06 13.88 83.49 -33.89 112.82 25.27VII-A 52.14 8.69 131.35 -55.56 248.99 16.57VII-B 52.25 11.87 67.25 -58.54 242.01 11.94

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