Diseño Alcantarillas
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Transcript of Diseño Alcantarillas
![Page 1: Diseño Alcantarillas](https://reader034.fdocuments.co/reader034/viewer/2022042423/544faa40b1af9f11098b462a/html5/thumbnails/1.jpg)
ESTRUCTURAS MENORES
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ALCANTARILLAS 1 CELDA
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ALCANTARILLAS CAJON 1x1
h 1.00 m NºCELDAS 1.00
b 1.00 m φ 30.00 ºLSUPERIOR 0.20 m β 0.00 ºLINFERIOR 0.20 m θ 90.00 º
PEXT 0.20 m δ 20.00 ºPINT 0.20 m Ko 0.500
CSH 0.25 m γ suelo 20.00 kN/m³
CSV 0.10 m γ hormigon 24.00 kN/m³
CIH 0.25 m P 72.00 kN
CIV 0.10 m P25% 90.00 kN
IMPACTO
30 CM 30 %
60 CM 20 %
90 CM 10 %
H w Fc Wt ECV EH1 EH2
(m) (kN/m²) (kN/m²) (kN/m) (kN/m) (kN/m)
H<0.60 0.6 59.34 1.09 13.03 6 6 20
0.60<H<1.20 0.9 45.32 1.13 20.31 6 9 23
1.20<H<2.40 1.8 14.38 1.15 41.40 6 18 32
H>2.40 5 1.15 115 0 50 64
ARMADURA DE REFUERZORecubrimiento 0.050 mHormigón 21.00 MPaAcero 420.00 MPa
DIM
ES
PE
SO
RC
AR
TELA
S
1 1
3 3
2
5 5
4
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POS MULT d As φ S AsPROV As Dist φ S
kN-m m cm² mm cm cm² cm² mm cm1 7.66 0.15 1.37 12 0.25 4.52 2.49719 8 0.202 11.53 0.15 2.07 12 0.25 4.52 2.49719 8 0.203 7.40 0.15 1.32 12 0.25 4.52 2.49719 8 0.204 11.38 0.15 2.04 12 0.25 4.52 2.49719 8 0.205 3.70 0.15 0.66 12 0.25 4.52 2.49719 8 0.20
0<H<2.4
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POS MULT d As φ S AsPROV As Dist φ SkN-m m cm² mm cm cm² cm² mm cm
1 9.92 0.15 1.77 12 0.25 4.52 2.49719 8 0.202 9.56 0.15 1.71 12 0.25 4.52 2.49719 8 0.153 0.75 0.15 0.13 12 0.25 4.52 2.49719 8 0.204 9.34 0.15 1.67 12 0.25 4.52 2.49719 8 0.155 0.50 0.15 0.09 12 0.25 4.52 2.49719 8 0.20
H>2.4
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ALCANTARILLAS CAJON 1.5x1
h 1.00 m NºCELDAS 1.00
b 1.50 m φ 30.00 ºLSUPERIOR 0.20 m β 0.00 ºLINFERIOR 0.20 m θ 90.00 º
PEXT 0.20 m δ 20.00 ºPINT 0.20 m Ko 0.500
CSH 0.35 m γ suelo 20.00 kN/m³
CSV 0.10 m γ hormigon 24.00 kN/m³
CIH 0.35 m P 72.00 kN
CIV 0.10 m P25% 90.00 kN
IMPACTO
30 CM 30 %
60 CM 20 %
90 CM 10 %
H w Fc Wt ECV EH1 EH2
(m) (kN/m²) (kN/m²) (kN/m) (kN/m) (kN/m)
H<0.60 0.6 50.94 1.06 12.76 6 6 20
0.60<H<1.20 0.9 45.32 1.09 19.71 6 9 23
1.20<H<2.40 1.8 14.38 1.15 41.40 6 18 32
H>2.40 5 1.15 115 0 50 64
ARMADURA DE REFUERZORecubrimiento 0.050 mHormigón 21.00 MPaAcero 420.00 MPa
DIM
ES
PE
SO
RC
AR
TELA
S
1 1
3 3
2
5 5
4
![Page 7: Diseño Alcantarillas](https://reader034.fdocuments.co/reader034/viewer/2022042423/544faa40b1af9f11098b462a/html5/thumbnails/7.jpg)
POS MULT d As φ S AsPROV As Dist φ S
kN-m m cm² mm cm cm² cm² mm cm1 18.04 0.15 3.27 12 0.25 4.52 2.49719 8 0.202 24.03 0.15 4.39 12 0.20 5.65 3.12149 8 0.153 16.87 0.15 3.05 12 0.25 4.52 2.49719 8 0.204 23.34 0.15 4.26 12 0.20 5.65 3.12149 8 0.155 13.03 0.15 2.34 12 0.25 4.52 2.49719 8 0.20
0<H<2.4
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POS MULT d As φ S AsPROV As Dist φ SkN-m m cm² mm cm cm² cm² mm cm
1 20.01 0.15 3.63 12 0.25 4.52 2.49719 8 0.202 24.45 0.15 4.47 12 22.50 0.05 0.02775 8 0.153 18.69 0.15 3.39 12 0.25 4.52 2.49719 8 0.204 23.70 0.15 4.33 12 22.50 0.05 0.02775 8 0.155 13.00 0.15 2.34 12 0.25 4.52 2.49719 8 0.20
H>2.4
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ALCANTARILLAS CAJON 1.5x1.5
h 1.50 m NºCELDAS 1.00
b 1.50 m φ 30.00 ºLSUPERIOR 0.25 m β 0.00 ºLINFERIOR 0.25 m θ 90.00 º
PEXT 0.25 m δ 20.00 ºPINT 0.25 m Ko 0.500
CSH 0.35 m γ suelo 20.00 kN/m³
CSV 0.10 m γ hormigon 24.00 kN/m³
CIH 0.35 m P 72.00 kN
CIV 0.10 m P25% 90.00 kN
IMPACTO
30 CM 30 %
60 CM 20 %
90 CM 10 %
H w Fc Wt ECV EH1 EH2
(m) (kN/m²) (kN/m²) (kN/m) (kN/m) (kN/m)
H<0.60 0.6 50.94 1.06 12.72 6 6 26
0.60<H<1.20 0.9 45.32 1.09 19.62 6 9 29
1.20<H<2.40 1.8 14.38 1.15 41.40 6 18 38
H>2.40 5 1.15 115 0 50 70
ARMADURA DE REFUERZORecubrimiento 0.050 mHormigón 21.00 MPaAcero 420.00 MPa
DIM
ES
PE
SO
RC
AR
TELA
S
1 1
3 3
2
5 5
4
![Page 10: Diseño Alcantarillas](https://reader034.fdocuments.co/reader034/viewer/2022042423/544faa40b1af9f11098b462a/html5/thumbnails/10.jpg)
POS MULT d As φ S AsPROV As Dist φ S
kN-m m cm² mm cm cm² cm² mm cm1 17.76 0.20 2.38 12 0.25 4.52 2.03895 8 0.202 27.42 0.20 3.71 12 0.20 5.65 2.54868 8 0.153 17.56 0.20 2.36 12 0.25 4.52 2.03895 8 0.204 27.36 0.20 3.70 12 0.20 5.65 2.54868 8 0.155 9.46 0.20 1.26 12 0.25 4.52 2.03895 8 0.20
0<H<2.4
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POS MULT d As φ S AsPROV As Dist φ SkN-m m cm² mm cm cm² cm² mm cm
1 18.67 0.20 2.51 12 0.25 4.52 2.03895 8 0.202 19.29 0.20 2.59 12 0.25 4.52 2.03895 8 0.153 18.83 0.20 2.53 12 0.25 4.52 2.03895 8 0.204 19.54 0.20 2.63 12 0.25 4.52 2.03895 8 0.155 2.00 0.20 0.26 12 0.25 4.52 2.03895 8 0.20
H>2.4
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ALCANTARILLAS CAJON 2x1.5
h 1.50 m NºCELDAS 1.00
b 2.00 m φ 30.00 ºLSUPERIOR 0.25 m β 0.00 ºLINFERIOR 0.25 m θ 90.00 º
PEXT 0.25 m δ 20.00 ºPINT 0.25 m Ko 0.500
CSH 0.50 m γ suelo 20.00 kN/m³
CSV 0.10 m γ hormigon 24.00 kN/m³
CIH 0.50 m P 72.00 kN
CIV 0.10 m P25% 90.00 kN
IMPACTO
30 CM 30 %
60 CM 20 %
90 CM 10 %
H w Fc Wt ECV EH1 EH2
(m) (kN/m²) (kN/m²) (kN/m) (kN/m) (kN/m)
H<0.60 0.6 50.70 1.05 12.58 6 6 26
0.60<H<1.20 0.9 45.32 1.07 19.30 6 9 29
1.20<H<2.40 1.8 14.38 1.14 41.18 6 18 38
H>2.40 5 1.15 115 0 50 70
ARMADURA DE REFUERZORecubrimiento 0.050 mHormigón 21.00 MPaAcero 420.00 MPa
DIM
ES
PE
SO
RC
AR
TELA
S
1 1
3 3
2
5 5
4
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POS MULT d As φ S AsPROV As Dist φ S
kN-m m cm² mm cm cm² cm² mm cm1 27.50 0.20 3.72 12 0.25 4.52 2.03895 8 0.202 38.35 0.20 5.23 12 0.20 5.65 2.54868 8 0.153 27.71 0.20 3.75 12 0.25 4.52 2.03895 8 0.204 38.12 0.20 5.20 12 0.20 5.65 2.54868 8 0.155 18.87 0.20 2.53 12 0.25 4.52 2.03895 8 0.20
0<H<2.4
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POS MULT d As φ S AsPROV As Dist φ SkN-m m cm² mm cm cm² cm² mm cm
1 25.25 0.20 3.41 12 0.25 4.52 2.03895 8 0.202 39.75 0.20 5.43 12 0.25 4.52 2.03895 8 0.153 21.71 0.20 2.92 12 0.25 4.52 2.03895 8 0.204 37.24 0.20 5.08 12 0.25 4.52 2.03895 8 0.155 23.00 0.20 3.10 12 0.25 4.52 2.03895 8 0.20
H>2.4
![Page 15: Diseño Alcantarillas](https://reader034.fdocuments.co/reader034/viewer/2022042423/544faa40b1af9f11098b462a/html5/thumbnails/15.jpg)
ALCANTARILLAS CAJON 2x2
h 2.00 m NºCELDAS 1.00
b 2.00 m φ 30.00 ºLSUPERIOR 0.25 m β 0.00 ºLINFERIOR 0.25 m θ 90.00 º
PEXT 0.25 m δ 20.00 ºPINT 0.25 m Ko 0.500
CSH 0.50 m γ suelo 20.00 kN/m³
CSV 0.10 m γ hormigon 24.00 kN/m³
CIH 0.50 m P 72.00 kN
CIV 0.10 m P25% 90.00 kN
IMPACTO
30 CM 30 %
60 CM 20 %
90 CM 10 %
H w Fc Wt ECV EH1 EH2
(m) (kN/m²) (kN/m²) (kN/m) (kN/m) (kN/m)
H<0.60 0.6 50.70 1.05 12.58 6 6 31
0.60<H<1.20 0.9 45.32 1.07 19.30 6 9 34
1.20<H<2.40 1.8 14.38 1.14 41.18 6 18 43
H>2.40 5 1.15 115 0 50 75
ARMADURA DE REFUERZORecubrimiento 0.050 mHormigón 21.00 MPaAcero 420.00 MPa
DIM
ES
PE
SO
RC
AR
TELA
S
1 1
3 3
2
5 5
4
![Page 16: Diseño Alcantarillas](https://reader034.fdocuments.co/reader034/viewer/2022042423/544faa40b1af9f11098b462a/html5/thumbnails/16.jpg)
POS MULT d As φ S AsPROV As Dist φ S
kN-m m cm² mm cm cm² cm² mm cm1 26.61 0.20 3.60 12 0.25 4.52 1.76578 8 0.202 39.21 0.20 5.36 12 0.17 6.65 2.59673 8 0.153 26.98 0.20 3.65 12 0.25 4.52 1.76578 8 0.204 39.65 0.20 5.42 12 0.20 5.65 2.20722 8 0.155 12.95 0.20 1.73 12 0.25 4.52 1.76578 8 0.20
0<H<2.4
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POS MULT d As φ S AsPROV As Dist φ SkN-m m cm² mm cm cm² cm² mm cm
1 33.69 0.20 4.58 12 0.20 5.65 2.20722 8 0.202 35.30 0.20 4.81 12 0.20 5.65 2.20722 8 0.153 33.91 0.20 4.61 12 0.20 5.65 2.20722 8 0.204 35.62 0.20 4.85 12 0.20 5.65 2.20722 8 0.155 1.20 0.20 0.16 12 0.25 4.52 1.76578 8 0.20
H>2.4
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CABEZALES
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1. DATOSALTURA MURO 1.45 m
γ hormigon 24.00 kN/m³ β 18.00 º
γ suelo 20.00 kN/m³ θ 90.00 º
φ 30.00 º δ 20.00 ºσ 150.00 kN/m² h LS 0.00 m
2. CARGASEMPUJE SUELO
Ka 0.395Kp 0.50
Empuje Activo E 8.30 kN/mEmpuje Pasivo Ep 4.51 kN/m
FUERZAS VERTICALESFUERZA BRAZO MOMENTO
Kn m kN-mD(INF) 4.68 0.80 3.74
EV(CUÑA 2) 3.90 0.08 0.29EV(EMPUJE) 2.84 0.00 0.00
FUERZAS HORIZONTALESFUERZA BRAZO MOMENTO
Kn m kN-mEH 7.80 0.48 3.77
COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 6.08 4.87 6.08 4.87 6.08 4.87EV(CUÑA 2) 5.07 0.38 5.07 0.38 5.07 0.38EV(EMPUJE) 4.80 0.00 4.80 0.00 4.80 0.00
TOTAL 15.95 5.25 15.95 5.25 15.95 5.25EH 13.18 6.37 13.18 6.37 13.18 6.37
TOTAL 13.18 6.37 13.18 6.37 13.18 6.37
CARGA
ELU I ELU III
CARGA
ELU II
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COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 4.68 3.74 4.68 3.74 4.68 3.74EV(CUÑA 2) 3.90 0.29 3.90 0.29 3.90 0.29EV(EMPUJE) 3.69 0.00 3.69 0.00 3.69 0.00
TOTAL 12.27 4.04 12.27 4.04 12.27 4.04
EH 10.14 4.90 7.80 3.77 10.14 4.90
TOTAL 10.14 4.90 7.80 3.77 10.14 4.90
3. ANALISIS ESTRUCTURAL
M Y Q EN LA PANTALLA M Y Q EN MEDIA PANTALLA
GRUPO ΣM ΣV GRUPO ΣM ΣVELU G I 0.847 3.505 ELU G I 6.78 14.02
ELU G II 0.847 3.505 ELU G II 6.78 14.02
ELU G III 0.847 3.505 ELU G III 6.78 14.02
4. DISEÑO Rec 0.05 m
DISEÑO A FLEXION
DISEÑO DE MEDIA PANTALLAMu 0.85 kN-m/m
b 1.00 m
d 0.10 m
As NEC 0.22 cm²φ 10.00 mms 3.50 m
S ADOPTADO 0.175 mAs PROV 4.49 cm²
D 0.15 cm2φ 8.00 mm
As TRAN 0.50 cm2
s 3.34 mS ADOPTADO 0.20 m
SERVICIO I SERVICIO IIISERVICIO II
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1. DATOSALTURA MURO 2.00 m
γ hormigon 24.00 kN/m³ β 18.00 º
γ suelo 20.00 kN/m³ θ 90.00 º
φ 30.00 º δ 20.00 ºσ 150.00 kN/m² h LS 0.00 m
2. CARGASEMPUJE SUELO
Ka 0.395Kp 0.50
Empuje Activo E 8.30 kN/mEmpuje Pasivo Ep 4.51 kN/m
FUERZAS VERTICALESFUERZA BRAZO MOMENTO
Kn m kN-mD(INF) 4.68 0.80 3.74
EV(CUÑA 2) 3.90 0.08 0.29EV(EMPUJE) 2.84 0.00 0.00
FUERZAS HORIZONTALESFUERZA BRAZO MOMENTO
Kn m kN-mEH 7.80 0.48 3.77
COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 6.08 4.87 6.08 4.87 6.08 4.87EV(CUÑA 2) 5.07 0.38 5.07 0.38 5.07 0.38EV(EMPUJE) 4.80 0.00 4.80 0.00 4.80 0.00
TOTAL 15.95 5.25 15.95 5.25 15.95 5.25EH 13.18 6.37 13.18 6.37 13.18 6.37
TOTAL 13.18 6.37 13.18 6.37 13.18 6.37
CARGA
ELU I ELU III
CARGA
ELU II
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COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 4.68 3.74 4.68 3.74 4.68 3.74EV(CUÑA 2) 3.90 0.29 3.90 0.29 3.90 0.29EV(EMPUJE) 3.69 0.00 3.69 0.00 3.69 0.00
TOTAL 12.27 4.04 12.27 4.04 12.27 4.04
EH 10.14 4.90 7.80 3.77 10.14 4.90
TOTAL 10.14 4.90 7.80 3.77 10.14 4.90
3. ANALISIS ESTRUCTURAL
M Y Q EN LA PANTALLA M Y Q EN MEDIA PANTALLA
GRUPO ΣM ΣV GRUPO ΣM ΣVELU G I 2.223 6.669 ELU G I 17.78 26.68
ELU G II 2.223 6.669 ELU G II 17.78 26.68
ELU G III 2.223 6.669 ELU G III 17.78 26.68
4. DISEÑO Rec 0.05 m
DISEÑO A FLEXION
DISEÑO DE MEDIA PANTALLAMu 2.22 kN-m/m
b 1.00 m
d 0.10 m
As NEC 0.59 cm²φ 10.00 mms 1.33 m
S ADOPTADO 15 mAs PROV 0.05 cm²
D 0.40 cm2φ 8.00 mm
As TRAN 0.50 cm2
s 1.27 mS ADOPTADO 0.20 m
SERVICIO IISERVICIO I SERVICIO III
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1. DATOSALTURA MURO 2.65 m
γ hormigon 24.00 kN/m³ β 18.00 º
γ suelo 20.00 kN/m³ θ 90.00 º
φ 30.00 º δ 20.00 ºσ 150.00 kN/m² h LS 0.00 m
2. CARGASEMPUJE SUELO
Ka 0.395Kp 0.50
Empuje Activo E 8.30 kN/mEmpuje Pasivo Ep 4.51 kN/m
FUERZAS VERTICALESFUERZA BRAZO MOMENTO
Kn m kN-mD(INF) 4.68 0.80 3.74
EV(CUÑA 2) 3.90 0.08 0.29EV(EMPUJE) 2.84 0.00 0.00
FUERZAS HORIZONTALESFUERZA BRAZO MOMENTO
Kn m kN-mEH 7.80 0.48 3.77
COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 6.08 4.87 6.08 4.87 6.08 4.87EV(CUÑA 2) 5.07 0.38 5.07 0.38 5.07 0.38EV(EMPUJE) 4.80 0.00 4.80 0.00 4.80 0.00
TOTAL 15.95 5.25 15.95 5.25 15.95 5.25EH 13.18 6.37 13.18 6.37 13.18 6.37
TOTAL 13.18 6.37 13.18 6.37 13.18 6.37
CARGA
ELU I ELU III
CARGA
ELU II
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COMPONENTE FUERZA MOMENTO FUERZA MOMENTO FUERZA MOMENTO
DE CARGA Kn kN-m Kn kN-m Kn kN-mDC(INFRA) 4.68 3.74 4.68 3.74 4.68 3.74EV(CUÑA 2) 3.90 0.29 3.90 0.29 3.90 0.29EV(EMPUJE) 3.69 0.00 3.69 0.00 3.69 0.00
TOTAL 12.27 4.04 12.27 4.04 12.27 4.04
EH 10.14 4.90 7.80 3.77 10.14 4.90
TOTAL 10.14 4.90 7.80 3.77 10.14 4.90
3. ANALISIS ESTRUCTURAL
M Y Q EN LA PANTALLA M Y Q EN MEDIA PANTALLA
GRUPO ΣM ΣV GRUPO ΣM ΣVELU G I 5.171 11.708 ELU G I 41.37 46.83
ELU G II 5.171 11.708 ELU G II 41.37 46.83
ELU G III 5.171 11.708 ELU G III 41.37 46.83
4. DISEÑO Rec 0.05 m
DISEÑO A FLEXION
DISEÑO DE MEDIA PANTALLAMu 5.17 kN-m/m
b 1.00 m
d 0.10 m
As NEC 1.39 cm²φ 10.00 mms 0.57 m
S ADOPTADO 0.15 mAs PROV 5.24 cm²
D 0.93 cm2φ 8.00 mm
As TRAN 0.50 cm2
s 0.54 mS ADOPTADO 0.20 m
SERVICIO I SERVICIO IIISERVICIO II