Download - PANTALLA ESTRIBO QUIRISHARI
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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
Item Frontal Hz Frontal Lateral Hz Lateral Posterior Hz (Exter.) (Inter.) Vert. (Exter.) (Inter.) Vert.* (Exter.) (Inter.) (
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
Item Frontal Hz Frontal Lateral Hz Lateral Posterior Hz (Exter.) (Inter.) Vert. (Exter.) (Inter.) Vert.* (Exter.) (Inter.) (
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
2/11
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
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=
3.3) Verificacin por Agrietamiento
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
Zap. Frontal Vert. Zap. Frontal Hz. Zap. Lateral Vert. Zap. Lateral Hz. Zap(Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exte
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
Zap. Frontal Vert. Zap. Frontal Hz. Zap. Lateral Vert. Zap. Lateral Hz. Zap(Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exter.) (Inter.) (Exte
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
3/11
06/30/2011
PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
4/11
06/30/2011
PUENTE: TOCONSobrecarga: HS-25Luz: 25.00 mts
DISEO DE LOSA
3) Diseo de Losa0.90
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%
3.3) Verificacin por Agrietamiento
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
5/11
06/30/2011
PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts
Diagrama de Interaccin / Contrafuerte Central
1) CONCRETO Y ACEROf'c= 210 Kg/cm2
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
6/11
06/30/2011
PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
7/11
06/30/2011
PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts
Diagrama de Interaccin / Contrafuerte Lateral
1) CONCRETO Y ACEROf'c= 210 Kg/cm2
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
8/11
06/30/2011
PUENTE: QUIRICHARISobrecarga: HS-25Luz: 35.00 mts
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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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
9/11
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
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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
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
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8/6/2019 PANTALLA ESTRIBO QUIRISHARI
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