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UMSS-FCYT OBRAS HIDRAULICAS IING-CIVIL CIV-913
CALCULO Univ. Guerrero I., Gallardo I. , Algarañaz B. HOJA 1
DISEÑO DE ACUEDUCTOPUENTE CANAL
DATOS
0.39 [m3/s]
DATOS DEL CANAL
1.00 [m] (SOLERA DEL ESPEJO )
0.018 (COEFICIENTE DE MANING)
0.001 [m/m] (PENDIENTE)
DATOS DEL ACUEDUCTO
0.018 (COEFICIENTE DE MANING)
0.002 [m/m] (PENDIENTE)
0.8 [m]PROPIEDADES GEOMETRICAS DE LA SECCION 4
0.545 1.00(iterar)
0.222 = 0.2220 OK!
CALCULO DE LA VELOCIDAD SECCION 4
0.7156 [m/s]
𝑄=𝑏_𝑐=𝑛_𝑐 =𝑆_𝐶 =𝑛_𝑎 = 𝑆_𝑎=
𝑄=1/𝑛∗𝐴 ∗𝑅^(2/3)∗𝑆^(1/2)(𝑄 ∗𝑛_𝑐)/𝑆^(1/2) = 𝐴∗𝑅^(2/3)
𝑅_4=(𝑏_𝑐 ∗𝑦)/(𝑏_𝑐+2𝑦)𝐴_4= 𝑏_𝑐∗𝑦𝑦_4=
𝑄=𝐴∗𝑉𝑉=𝑄/𝐴𝑉=
𝑏_𝐶=
𝑏_𝑎=
UMSS-FCYT OBRAS HIDRAULICAS IING-CIVIL CIV-913
CALCULO Univ. Guerrero I., Gallardo I. , Algarañaz B. HOJA 2
NUMERO DE FROUDE
9.81 [m/s2]
0.545 [m]0.309
< 1 FLUJO SUBCRITICO OK!
CALCULO LONGITUD DE TRANSCION
1.00 [m]
0.80 [m]0.2414
22.5 º 01 [m] (USAR)
PROPIEDADES GEOMETRICAS DE LA SECCION 3
ENTRE SECCION 3 Y 4
0.002 [m/m]
0.39 [m3/s]
0.8 [m]
0.545 [m]
0.5 [tabla]
0.9112 [m/s]0.002
0.7156 [m/s]
20
0.579 = 0.579 OK! 0.535 (iterar)
CALCULO DE VELOCIDAD
𝐹𝑟=𝑉/√(𝑔∗𝐷 ) 𝑔=𝐹𝑟= 𝑦_4=𝐷=
��𝑟
𝐿_𝑇=(𝑇_𝐶−𝑏_𝑎)/(2∗tan 𝛼 )𝐿_𝑇=
𝑇_𝐶=𝑏_𝑎=𝛼=𝐿_𝑇=
𝐸=𝑧+𝑦+𝑣^2/2𝑔
𝐸_4=𝐸_3+ℎ_𝑓ℎ_𝑓=𝐾_𝑠∗((𝑣_3^2−𝑣_4^2)/(2∗𝑔))
𝑧_3+𝑦_3+(𝑣_3^2)/(2∗𝑔)=〖𝑧 _4+𝑦〗 _4+(𝑣_4^2)/(2∗𝑔)+𝐾_𝑠∗((𝑣_3^2−𝑣_4^2)/(2∗𝑔))
(𝑧_3−𝑧_4 ) 〖+𝑦〗 _3+(𝑣_3^2)/(2∗𝑔)=𝑦_4+(𝑣_4^2)/(2∗𝑔)+𝐾_𝑠∗((𝑣_3^2−𝑣_4^2)/(2∗𝑔))
𝑆_(3−4)=∆𝑧/𝐿_𝑇 → ∆𝑧= 𝑆_(3−4)∗𝐿_𝑇∆𝑧=
𝑆_(3−4)= 𝑄=𝑏_𝑎=
𝑦_4=𝐾_𝑆=𝑣_3=𝑣_4=𝑦_3=
𝑄=𝐴∗𝑉𝑉=
𝑉=𝑄/𝐴
0.9112 [m/s]
UMSS-FCYT OBRAS HIDRAULICAS IING-CIVIL CIV-913
CALCULO Univ. Guerrero I., Gallardo I. , Algarañaz B. HOJA 3
NUMERO DE FROUDE
9.81 [m/s2]
0.535 [m]0.3977
< 1 FLUJO SUBCRITICO OK!
PROPIEDADES GEOMETRICAS DE LA SECCION 2 0.39 [m3/s]
0.8 [m]
0.002 [m/m]
30 [m]
0.535 [m]0.635 = 0.635 OK!
0.9112 [m/s]
0.9162 [m/s]
0.2283 [m]
0.2289 [m]
0.018
0.5321 (iterar)
CALCULO DE VELOCIDAD
0.39 [m3/s]
0.8 [m]
0.9162 [m/s] 0.5321 [m]
NUMERO DE FROUDE
0.401
< 1 FLUJO SUBCRITICO OK!
𝑉=
𝐹𝑟=𝑉/√(𝑔∗𝐷 )𝐹𝑟=
��𝑟
𝑔=𝑦=𝐷=
𝑆_(3−2)∗𝐿_ +𝑦_2+(𝑣_2^2)/(2∗𝑔)=𝑦_3+(𝑣_3^2)/(2∗𝑔)+((0.7937∗𝑛_𝑎∗(𝑣_2+𝑣_3 ))/(𝑅_2+𝑅_3 )^(2/3) )^2∗L
𝑦_2=𝑄=𝐴∗𝑉𝑉=𝑄/A
𝑉=𝑄=𝑏_𝑎=
𝐹𝑟=𝑉/√(𝑔∗𝐷 )𝐹𝑟=
��𝑟
𝐿_𝑎=𝑦_3=𝑣_3=𝑣_2=〖 𝑅〗_2=〖 𝑅〗_3=〖 n〗_𝑐=
𝑆_(3−2)=
𝑄= 𝑏_𝑎=
𝑦=𝐷=
UMSS-FCYT OBRAS HIDRAULICAS IING-CIVIL CIV-913
CALCULO Univ. Guerrero I., Gallardo I. , Algarañaz B. HOJA 4
PROPIEDADES GEOMETRICAS DE LA SECCION 1
0.39 [m3/s]0.58 = 0.58 OK!
1.00 [m]CALCULO DE VELOCIDAD
0.001 [m/m]
0.532 [m]
0.704 [m/s]0.704 [m/s]
0.9162 [m/s]NUMERO DE FROUDE
0.3 [tabla]
0.554 (iterar)
0.302
< 1 FLUJO SUBCRITICO OK!
CALCULO ALTURA DE REMANSO EN LA ENTRADA DE TRANSICION
0.022 [m]
��𝑟
𝑆_(1−2)+𝑦_1+(𝑣_1^2)/(2∗𝑔)=𝑦_2+(𝑣_2^2)/(2∗𝑔)+𝐾_𝑠∗((𝑣_2^2−𝑣_1^2)/(2∗𝑔))
𝑦_2=𝑣_1=𝑣_2=〖 K〗_𝑐=
〖 𝑆〗_(1−2)=
𝑄= 𝑏_𝑐=
𝑦_1=
𝑄=𝐴∗𝑉𝑉=𝑄/A
𝑉=𝐹𝑟=𝑉/√(𝑔∗𝐷 )
𝐹𝑟=��𝑟
〖ℎ 〗 _𝑅𝑒𝑚𝑎𝑛𝑠𝑜=𝑦_1−𝑦_2〖ℎ 〗 _𝑅𝑒𝑚𝑎𝑛𝑠𝑜=
UMSS-FCYT OBRAS HIDRAULICAS IING-CIVIL CIV-913
CALCULO Univ. Guerrero I., Gallardo I. , Algarañaz B. HOJA 5
CALCULO ESTRUCTURAL
DATOS
2400 [Kg/m3] t1 = 0.15 [m]
1000 [Kg/m3] t2 = 0.15 [m]
h = 0.6 [m] b = 0.8 [m]
h1 = 0.45 [m] b1 = 0.5 [m]
CARGAS
PESO PROPIO = 612.00 [Kg/m]
CARGA VIVA = 225.00 [Kg/m]
SOBRECARGA = 200.00 [Kg/m]CARGA TOTAL = 1037.00 [Kg/m]CARGA TOTAL = 1.04 [t/m]
ANALISIS ESTRUCTURAL
q = 1.04 [t/m]A B
L
"V"
"M"
𝛾_𝐻𝑜𝐴𝑜=𝛾_𝐻20=
OBRAS HIDRAULICAS ICIV-913
DISEÑO DE ACUEDUCTOPUENTE CANAL
OBRAS HIDRAULICAS ICIV-913
OBRAS HIDRAULICAS ICIV-913
[m3/s]
[m/m]
[m/s] 0.042
[m/s] 0.040
1
OBRAS HIDRAULICAS ICIV-913
[m3/s]
[m/m]
[m/s] 0.030 0 0
[m/s] 0.04
[tabla]
(iterar)
OBRAS HIDRAULICAS ICIV-913
Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.000.00
2.00
4.00
6.00
8.00
10.00
12.00
RUTA EJE
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.000.00
2.00
4.00
6.00
8.00
10.00
12.00
RUTA EJE
SECCION SECCION
0.545 0.545 0.7156 0.7156
0.535 0.5349 0.9112 0.9114
0.532 0.532 0.9164 0.9164
0.554 0.556 0.704 0.7014
VALOR CALCULADO MANUAL
VALOR CALCULADO HCANAL
VALOR CALCULADO MANUAL
VALOR CALCULADO HCANAL𝑦_4=𝑦_3=𝑦_2=𝑦_1=
𝑣_4=𝑣_3=𝑣_2=𝑣_1=
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