Calculo para puente peatonal
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This document provides a spreadsheet for the design of a pedestrian bridge superstructure called Alahuaylla. It includes: 1) Design of a T-beam including load calculations, sizing the depth and width, and reinforcement design for service and ultimate limit states. 2) Design of the bridge deck including load calculations, sizing the depth, and reinforcement design for service life and shear requirements. 3) Details of the stirrup design for the main beam and lateral reinforcement.
![POR SERVICIO:
MT = MD + ML = 16.01 + 14.62 = 30.83 tn-m
VT = VD + VL = 6.157 + 5.45 = 11.607 tn.
POR ROTURA:
MU = 1.4MD +1.7ML = 16.01(1.4) + 14.62(1.7) = 47.608 tn-m
VU = 1.3(VD + 5VL/3) = 1.3(6.157 + 5.45x5/3) = 19.81 tn.
5.0 CALCULO DE ACERO PARA VIGA PRINCIPAL
El dise単o se considerar叩 como viga T:
b L/4 b 10.40/4 = 2.60
b 16xbw b 16x0.30 = 4.80
b bw + S b 0.30+2.0 = 2.30
Se asume b = 2.30 m.
(*) CHEQUEO DE PERALTE POR SERVICIO:
DATOS:
f'c = 210 kg/cm2; Fr = 4200 kg/cm2
fc = 0.40 f'c ; fc = 84 kg/cm2
fs = 0.4fy; fs = 1680 kg/cm2
C叩lculos:
n = Es/Ec = 2.10x1066/(15000(210)^2) = 9.66
r = fs/fc = 20; k = n/(n+r) = 9.66/(9.66+20) = 0.326
j = 1 - k/3 = 1 - 0.326/3 = 0.891
d = [(2xM)/(fcxjxkxb)]^2 =
d = [(2x30.83x10^2)/(84x0.891x0.326x230)]^2=33.15 cm
dm鱈n = 33.15 cm 67 cm. L.q.q.d. Ok.
(**) CALCULO DE ACERO POR ROTURA:
d = 0.68; Mu = 47.608 tn-m; b = 230 cm; a = 8
As = Mu/[fy(d-a/2) = 47.608x10^5/[0.9x4200(68-8/2)] =
As = 19.70 cm2
a = Asfy/(0.85xf'cxb) = 19.70x4200/(0.85x210x230) = 2.02
a = 1.92; As = 18.80 cm2
Considerando 8 varillas 3/4" y la d corregida es:](https://image.slidesharecdn.com/calculoparapuentepeatonal-160418033434/85/Calculo-para-puente-peatonal-3-320.jpg)
![Rango de esfuerzos admisibles
fp = 1635.36 - 0.36xfm鱈n
fP = 1635.36 - 0.36x1212.5 ; fP = 1198.86 > fact =1122.3
** DISEO DEL ESTRIBO PARA VIGA PRINCIPAL POR CORTE:
VD = 6.157tm VL = 5.45tm VU = 19.81tm
僚u = Vu/bxd = (19.81x1000)/(0.85x30x65) ; 僚u=11.95 Kg/cm2
(...) Esfuerzo resistente del concreto
僚c = [0.5f'c1/2
+ (175xDensidadx僚uxd)/Mu]
僚c = 0.85[0.5x2101/2
+ (175x0.0015x19.81x103
x65)/(47.608x105
]
僚c = 6.22 Kg/cm2
Luego: 僚u - 僚c = (11.95 - 6.22) = 5.73 Kg/cm2
Tomando 3/8" con AV = 2x0.71 = 1.42 ; 3/8"
S =AVxfy/(僚u - 僚c)b = 1.42x4200/(5.73x30) ; S=34cm
Se tomar叩 estribos 3/8" 1@.05 ; 4 @.10; resto @.20
(...) Acero lateral (10% As principal)
AsxL = 0.10x22.80 ; AsxL= 2.3cm2
Tomando 1/2" con As = 1.27 y 2.3/1.27 =2 varillas;
USAR ACERO LATERAL : AsL = 2 1/2"
b) DISEO DE LOSA DEL PUENTE PEATONAL:](https://image.slidesharecdn.com/calculoparapuentepeatonal-160418033434/85/Calculo-para-puente-peatonal-5-320.jpg)
![(...) CALCULO DE CARGA MUERTA:
Losa : 1.00x0.10x1.00x2.40 = 0.36 tn/m
Sardinel : 1.00x0.15x0.15x2.40 = 0.054 tn/m
Columneta + Baranda : 0.0032 + 0.015 = 0.020 tn/m
Carga puntual extremo : 0.054 + 0.020 = 0.074 tn/m
(...) MOMENTO MAXIMO Y ESFUERZO MAXIMO POR CARGA MUERTA:
MD = PxL + (WxL2
/2) = 0.074X0.925 + (0.36X1.02
/2) ; MD = 0.25tn
VD = P + WxL = 0.074 + 0.36X1.0 ; VD = 0.43tn
(...) MOMENTO MAXIMO Y ESFUERZO MAXIMO POR CARGA VIVA:
MV = 0.01x0.925 + (0.50X0.852
/2) ; MV = 0.25tn/m
VV = 0.01 + 0.5x0.85 ; VV = 0.435tn
(...) CALCULO DEL PERALTE DE LOSA POR SERVICIO:
M = MD + MV = 0.25 + 0.20 ; MV = 0.45tn.m
D = (2M/f'cxjxb)1/2
= (2x0.45x105
/84x0.891x0.326x100);
d = 6.07cm
(...) CALCULO DEL PEREALTE POR ROTURA:
MU = 1.3 + 5/3(ML)]
MU = 1.3[0.25 + 5/3x0.20] ; Mu = 0.76tn.m
d = h - (r+est + As) ; d = 10 - (3 + 1.27) ;
d= 5.73](https://image.slidesharecdn.com/calculoparapuentepeatonal-160418033434/85/Calculo-para-puente-peatonal-6-320.jpg)
![(...) CALCULO DEL ACERO:
MU = 0.76tn.m ; d=5.73cm ; b=100.0cm ; a=0.89 ; As = 3.81cm2
Asumimos 1/2" 1.27/3.81 = 0.30
Tomar 1/2"@.30
(...) Acero m鱈nimo para la secci坦n
Asm鱈n = (14/fy)xbxd = (14/4200)x100x10 ; Asm鱈n = 3.34 cm2
Por lo tanto: Asm鱈n < As calculado OK
(...) Acero temperatura; Ast = 0.0018xbxt
Ast = 0.0018x100x10 ; Ast = 1.80cm2
Asumimos 3/8" ; 0.72/1.80 ;
TOMAR : 13/8"@.35cm
Acero positivo tomar 2/3 Asp en ambos lados
2/3(3.34) = 2.23cm2
; 0.72/2.23 = 0.30
TOMAR : 1 3/8"@.30 en cada lado.
(...) Verificaci坦n por esfuerzo cortante
VU = 1.3[VD + 5/3(VL)}
VU = 1.3[0.434 + 5/3x0.435] = 1.51tn
VC = [0.5(f'c)1/2
+ (175xDensidad x VU xd)/MU]
Densidad = As/bxd = 3.34/100x5.73 ; Densidad = 0.0058
VC = 0.85[0.5(210)1/2
+ (175x0.0058x1.51x103
x5.73)/(0.76x105
)]
VC = 6.20 Kg/cm2
VU = VU/bxd = 1.51x1000/(0.85x1000x5.73) = 3.10 Kg/cm2
<VC OK](https://image.slidesharecdn.com/calculoparapuentepeatonal-160418033434/85/Calculo-para-puente-peatonal-7-320.jpg)
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Calculo para puente peatonal
- 1. HOJA DE CALCULO PARA SUPERESTRUCTURA DEL PUENTE PEATONAL ALAHUAYLLA a) DISEO DE VIGA "T": 1.00 DATOS: Luz libre : 10.0 m Ancho de v鱈a : 2.00 m Longitud total : 10.40 m Longitud de soporte: 0.40 m Sobrecarga : 500.0 kg/m2 Carga puntual : 500 kg (en el centro) 2.0 PREDIMINSIONAMIENTO: i) h = L/12=10.40/12 h = 0.87 m. ii) h = L/15=10.40/15 h = 0.64 m. iii) h = 0.07xL=0.07x10.40 h = 0.73 m. De estos valores asumiremos el tercer caso h 0.75 m. USAR: ESPESOR DE LOSA h = 0.10 m. ANCHO DE BASE DE VIGA b = 0.30 m. ALTURA DE VIGA PRINCIPAL h = 0.75 m. 3.0 METRADO DE CARGA MUERTA: CARGA REPARTIDA: Losa : 1.00x2.30x0.10x2.40 = 0.552 tn/m Viga principal : 1.00x0.30x0.60x2.40 = 0.432 tn/m P=500 Kkg w=1.0 tn/m 10.40 m.
- 2. Sardinel : 1.00x0.15x0.15x2.40x2 =0.108 tn/m . 1.092 tn/m. OTRAS CARGAS: Columneta :0.20x0.15x0.90x2.40x10/10.40 = 0.0623 tn/m Tuber鱈a F尊G尊 de 2" :3x2x1.00x0.005 = 0.0300 tn/m . 0.0923 tn/m. Total de carga muerta = 1.184 tn/m. 4.0 CALCULO DE ESFUERZO CORTANTE Y MOMENTO MAXIMO: i) Esfuerzo m叩ximo y momento m叩ximo por carga muerta: MD = wL^2/8 = 1.186*10.40^1/8 MD = 16.01 Tn -m. VD= WxL/2 = 1.184x10.40/2 VD = 6.157 Tn -m. ii) Esfuerzo m叩ximo y momento m叩ximo por carga viva: ML =wL^2/8 + PL/4 =.0x10.40^2/8+0.5x10.40/4 ML =14.82Tn-m. VL= WxL/2 +P/2 = 1.0x10.40/2 + 0.50/2 VD = 5.45 Tn -m. WD=1.184 tn/m 10.40 m. WL=1.00 tn/m 10.40 m. P=0.50 tn
- 3. POR SERVICIO: MT = MD + ML = 16.01 + 14.62 = 30.83 tn-m VT = VD + VL = 6.157 + 5.45 = 11.607 tn. POR ROTURA: MU = 1.4MD +1.7ML = 16.01(1.4) + 14.62(1.7) = 47.608 tn-m VU = 1.3(VD + 5VL/3) = 1.3(6.157 + 5.45x5/3) = 19.81 tn. 5.0 CALCULO DE ACERO PARA VIGA PRINCIPAL El dise単o se considerar叩 como viga T: b L/4 b 10.40/4 = 2.60 b 16xbw b 16x0.30 = 4.80 b bw + S b 0.30+2.0 = 2.30 Se asume b = 2.30 m. (*) CHEQUEO DE PERALTE POR SERVICIO: DATOS: f'c = 210 kg/cm2; Fr = 4200 kg/cm2 fc = 0.40 f'c ; fc = 84 kg/cm2 fs = 0.4fy; fs = 1680 kg/cm2 C叩lculos: n = Es/Ec = 2.10x1066/(15000(210)^2) = 9.66 r = fs/fc = 20; k = n/(n+r) = 9.66/(9.66+20) = 0.326 j = 1 - k/3 = 1 - 0.326/3 = 0.891 d = [(2xM)/(fcxjxkxb)]^2 = d = [(2x30.83x10^2)/(84x0.891x0.326x230)]^2=33.15 cm dm鱈n = 33.15 cm 67 cm. L.q.q.d. Ok. (**) CALCULO DE ACERO POR ROTURA: d = 0.68; Mu = 47.608 tn-m; b = 230 cm; a = 8 As = Mu/[fy(d-a/2) = 47.608x10^5/[0.9x4200(68-8/2)] = As = 19.70 cm2 a = Asfy/(0.85xf'cxb) = 19.70x4200/(0.85x210x230) = 2.02 a = 1.92; As = 18.80 cm2 Considerando 8 varillas 3/4" y la d corregida es:
- 4. d =h - Y = 75 - 10 + 65.0 cm Para d=65.0; b=230.0; Mu = 47.608x10^5 kg-cm. a = 2.0; As = 19.80 cm2 Tomando 3/4" = 19.60/2.80= 7.07 varillas TOMAR 8 VARILLAS 3/4" As = 22.80 cm2 (...) Comprobaci坦n zona comprimida: a = 0.35C; C = a/0.85: c=2/0.85=2.35 cm Luego c=2.35 hlosa = 10 cm. CONFORME (...) Verificaci坦n de cuant鱈as: b = (0.85xf'c xB1)/fy x (0.003xEs/0.003xEs+Fy) Para valores : Es = 2.1x106 ; fy = 4,200 Kg/cm2 ; B1 = 0.85; f'c = 210 Kg/cm2 b = 0.036 m叩x = 0.75xPb = 0.0271 Cuant鱈a de la viga: = As/bxd = 22.80/230x65; = 0.0015 Luego: < m叩x ; 0.0015 <0.0271 OK (...) Para no verificar deflexi坦n: fm叩x = 0.18f'c/fy = 0.18x210/4200 = 0.009>0.0015 OK (...) Verificaci坦n por fatiga en servicio: Mm叩x = MD + ML = 30.83 tn.m Mm鱈n = MD = 16.01 tn.m fsm叩x = Mm叩x/Asxjxd = 30.83x105 /22.80x0.891x65 ; fm叩x = 2334.8 Kg/cm fsm鱈n = Mm鱈n/Asxjxd = 16.01x105 /22.80x0.801x65 ; fm鱈n = 1212.5 Kg/cm Rango de esfuerzos actuantes fm叩x - fm鱈n = (2334.8 - 1212.5) ; fact = 1122.3 Kg/cm
- 5. Rango de esfuerzos admisibles fp = 1635.36 - 0.36xfm鱈n fP = 1635.36 - 0.36x1212.5 ; fP = 1198.86 > fact =1122.3 ** DISEO DEL ESTRIBO PARA VIGA PRINCIPAL POR CORTE: VD = 6.157tm VL = 5.45tm VU = 19.81tm 僚u = Vu/bxd = (19.81x1000)/(0.85x30x65) ; 僚u=11.95 Kg/cm2 (...) Esfuerzo resistente del concreto 僚c = [0.5f'c1/2 + (175xDensidadx僚uxd)/Mu] 僚c = 0.85[0.5x2101/2 + (175x0.0015x19.81x103 x65)/(47.608x105 ] 僚c = 6.22 Kg/cm2 Luego: 僚u - 僚c = (11.95 - 6.22) = 5.73 Kg/cm2 Tomando 3/8" con AV = 2x0.71 = 1.42 ; 3/8" S =AVxfy/(僚u - 僚c)b = 1.42x4200/(5.73x30) ; S=34cm Se tomar叩 estribos 3/8" 1@.05 ; 4 @.10; resto @.20 (...) Acero lateral (10% As principal) AsxL = 0.10x22.80 ; AsxL= 2.3cm2 Tomando 1/2" con As = 1.27 y 2.3/1.27 =2 varillas; USAR ACERO LATERAL : AsL = 2 1/2" b) DISEO DE LOSA DEL PUENTE PEATONAL:
- 6. (...) CALCULO DE CARGA MUERTA: Losa : 1.00x0.10x1.00x2.40 = 0.36 tn/m Sardinel : 1.00x0.15x0.15x2.40 = 0.054 tn/m Columneta + Baranda : 0.0032 + 0.015 = 0.020 tn/m Carga puntual extremo : 0.054 + 0.020 = 0.074 tn/m (...) MOMENTO MAXIMO Y ESFUERZO MAXIMO POR CARGA MUERTA: MD = PxL + (WxL2 /2) = 0.074X0.925 + (0.36X1.02 /2) ; MD = 0.25tn VD = P + WxL = 0.074 + 0.36X1.0 ; VD = 0.43tn (...) MOMENTO MAXIMO Y ESFUERZO MAXIMO POR CARGA VIVA: MV = 0.01x0.925 + (0.50X0.852 /2) ; MV = 0.25tn/m VV = 0.01 + 0.5x0.85 ; VV = 0.435tn (...) CALCULO DEL PERALTE DE LOSA POR SERVICIO: M = MD + MV = 0.25 + 0.20 ; MV = 0.45tn.m D = (2M/f'cxjxb)1/2 = (2x0.45x105 /84x0.891x0.326x100); d = 6.07cm (...) CALCULO DEL PEREALTE POR ROTURA: MU = 1.3 + 5/3(ML)] MU = 1.3[0.25 + 5/3x0.20] ; Mu = 0.76tn.m d = h - (r+est + As) ; d = 10 - (3 + 1.27) ; d= 5.73
- 7. (...) CALCULO DEL ACERO: MU = 0.76tn.m ; d=5.73cm ; b=100.0cm ; a=0.89 ; As = 3.81cm2 Asumimos 1/2" 1.27/3.81 = 0.30 Tomar 1/2"@.30 (...) Acero m鱈nimo para la secci坦n Asm鱈n = (14/fy)xbxd = (14/4200)x100x10 ; Asm鱈n = 3.34 cm2 Por lo tanto: Asm鱈n < As calculado OK (...) Acero temperatura; Ast = 0.0018xbxt Ast = 0.0018x100x10 ; Ast = 1.80cm2 Asumimos 3/8" ; 0.72/1.80 ; TOMAR : 13/8"@.35cm Acero positivo tomar 2/3 Asp en ambos lados 2/3(3.34) = 2.23cm2 ; 0.72/2.23 = 0.30 TOMAR : 1 3/8"@.30 en cada lado. (...) Verificaci坦n por esfuerzo cortante VU = 1.3[VD + 5/3(VL)} VU = 1.3[0.434 + 5/3x0.435] = 1.51tn VC = [0.5(f'c)1/2 + (175xDensidad x VU xd)/MU] Densidad = As/bxd = 3.34/100x5.73 ; Densidad = 0.0058 VC = 0.85[0.5(210)1/2 + (175x0.0058x1.51x103 x5.73)/(0.76x105 )] VC = 6.20 Kg/cm2 VU = VU/bxd = 1.51x1000/(0.85x1000x5.73) = 3.10 Kg/cm2 <VC OK