buenas tardes

proyecto de maquinas hidráulicas

datos fijos:

modelo 40-250caudal [m³/h] 129caudal [m³/s] 0.0358

caudal nominal [gpm] 260caudal nominal [m³/s] 0.0164Z2 (m) 207D (pulg) 4L (m) 631Ls (m) 10

consideraciones:- fluido de trabajo: agua potable

curvas de la bomba 40-250:

altura:

Q (gpm) 0 400 510 637 700H (ft) 120 115 110 100 93Q [m³/s] 0.0000 0.0252 0.0322 0.0402 0.0442H [m] 36.576 35.052 33.528 30.48 28.3464Hc [m] 36.521 35.407 33.405 30.183 28.224

PÉRDIDAS EN ARREGLO (M) succión 6.76diametro 4

Q (gpm) 130 180 230 260Q [m³/s] 0.0000 0.0082 0.0114 0.0145 0.0164η(%) 40% 52.0% 58.0% 59.0%

Q (gpm) 95 145 185 230NPSHr (ft) 5 7.5 10 12.5Q [m³/s] 0.0003 0.0005 0.0006 0.0008NPSHr [m] 1.524 2.286 3.048 3.81

Q (gpm) 100 165 220 285P (hp) 30 35 40 45Q [m³/s] 0.0019 0.0022 0.0025 0.0028P [KW] 22.37 26.10 29.83 33.56

ecuaciones de comportamiento de la bomba 40-250

altura H = A + B * Qb + C * Qb² η(%)

Hc = 36,520671 + 147,5203368Qb -7594,402398Qb2 y = -2631,7x² + 87,889x - 0,142

A 36.520671B 147.52033C -7594.4024

NPSHr H = A + B * Qb + C * Qb² P (hp)

y = -6E-08x² + 4831,2x - 2E-14 y = 11820x - 1E-13

A 0B 4831.2C 0

80080

0.050524.38424.620

descarga 19.4diametro 2.5

300 3300.0189 0.020857.5% 55%

270 31015 17.5

0.0009 0.00114.572 5.334

32047.5

0.0030 0.000035.42 0

H = A + B * Qb + C * Qb²

y = -2631,7x² + 87,889x - 0,142

A -0.142B 87.889C -2631.7

H = A + B * Qb + C * Qb²

y = 11820x - 1E-13

A 0B 11820C 0

Datos Cálculo de Z1

A + BQb + CQb² = Z2 - Z1 + KNb²Qb²

densidad (kg/m³) 1000Z1' = -B + 2(KNb²-C)Qb = 0

diametro (m) 0.1016Qb = -B/(2(C-KNb²)) (crítico)

641,513 Evalúo: (0,75Qn; 1,25Qn; -B/(2(C-KNb²))) en (I)μ 0.7 cpμ 7.00E-04 Pa.s A 36.520671V 4.41987424 m/s

B 147.52033FLUJO TOTALMENTE TURBULENTO

C -7594.4024f 0.017 del diagrama de Moody

K 83168.6487

Cálculo de Qb en función de NbRango de caudal

N Qb (m^3/s)Qb minimo [m³/s] 0.0123 1 8.1267E-04Qb maximo [m³/s] 0.0205 2 2.1677E-04Qb critico [m³/s] 0.00081267 3 9.7552E-05

4 5.5115E-055 3.5346E-05

Hsis = Z2 - Z1 +kQ² 6 2.4573E-057 1.8066E-05

Z2 207 8 1.3838E-059 1.0937E-05

Hb (Qb min) [m] 37.1861121 10 8.8607E-06Hb (Qb max) [m] 36.352583

Qb crítico no cae en el rango 0,75Qn - 1,25 Qn

Q [m³/s] 0 0.02523608 0.032176Nb Hsis [m] con Z1 max

1 24.598229732078 77.564993217 110.7023252 -13.1654174212005 198.70163652 331.2509623 -76.1048293433313 400.59604202 698.8320254 -164.220006034314 683.24820972 1213.445515 -277.51094749415 1046.6581396 1875.091426 -415.977653722838 1490.8258317 2683.76976

Nb Hsis [m] con Z1 min

Re = ρVD/μ

K = 8*f*Let/π²*g*D^5

Z1= f (Qb)=Z2−100+k⋅N2⋅Qb2−( A+B⋅Qb+C⋅Qb2 )

1 1.386243045623 54.35300653 87.49033792 -103.512776824595 108.35427711 240.9036033 -278.344476608292 198.35639475 496.5923774 -523.108856305467 324.35935945 854.5566625 -837.805915916121 486.3631712 1314.796466 -1222.43565544025 684.36783001 1877.31176

83.9353784678997198.608025413249

1.013385730327756.08444097451866E-05

12.385600396065825 0.466307658154999

54.86 1.4207466595755351266.202

772460.696

A + BQb + CQb² = Z2 - Z1 + KNb²Qb²

Qb = -B/(2(C-KNb²)) (crítico)

Evalúo: (0,75Qn; 1,25Qn; -B/(2(C-KNb²))) en (I)

m

s/m^2

s^2/m^5

s²/m^5106.790855

Cálculo de Qb en función de Nb

Z1 Qb minimo [m³/s] Z1 min Qb maximo [m³/s] Z1 max7.0419E+01 0.0123 82.4017703 0.0205 105.6137577.0463E+01 0.0123 120.165417 0.0205 210.5127777.0472E+01 0.0123 183.104829 0.0205 385.3444777.0475E+01 0.0123 271.220006 0.0205 630.1088567.0477E+01 0.0123 384.510947 0.0205 944.8059167.0478E+01 0.0123 522.977654 0.0205 1329.435667.0478E+01 0.0123 686.620125 0.0205 1783.998077.0478E+01 0.0123 875.43836 0.0205 2308.493177.0479E+01 0.0123 1089.43236 0.0205 2902.920957.0479E+01 0.0123 1328.60213 0.0205 3567.28141

Qb crítico no cae en el rango 0,75Qn - 1,25 Qn la altura del tanque está restringida a

0.040188457 0.04416314 0.0123 0.0205 0.05047216

158.9249213 186.808943 37.186112116504 59.5645697 236.46528367114524.1413489 635.677435 37.186112116504 126.699942 834.302798335041132.835395 1383.79159 37.186112116504 238.59223 1830.69865610821985.007059 2431.1514 37.186112116504 395.241433 3225.65285699063080.656342 3777.75688 37.186112116504 596.647551 5019.16540098234419.783243 5423.60802 37.186112116504 842.810585 7211.2362880833

Z1= f (Qb)=Z2−100+k⋅N2⋅Qb2−( A+B⋅Qb+C⋅Qb2 )

135.7129346 163.596956 13.974125430049 36.352583 213.25329698468433.7939895 545.330076 -53.16124728689 36.352583 743.95543893164930.5957476 1181.55194 -165.0535351485 36.352583 1628.45900884321626.118209 2072.26255 -321.7027381546 36.352583 2866.76400671952520.361374 3217.46191 -523.1088563055 36.352583 4458.87043256043613.325241 4617.15002 -769.2718896009 36.352583 6404.7782863659

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f(x) = − 7594.40239799999 x² + 147.5203368 x + 36.520671

ALTURA

altura manométrica

Hc

Polynomial (Hc)

caudal (m³/s)

altu

ra (

m)

0.0000 0.0050 0.0100 0.0150 0.0200 0.025030%

35%

40%

45%

50%

55%

60%

65%

f(x) = − 2631.67344021031 x² + 87.8887076162042 x − 0.142013634183067f(x) = − 2631.67344021031 x² + 87.8887076162042 x − 0.142013634183067

Chart Title

EFICIENCIA

Polynomial (EFICIENCIA)

Polynomial (EFICIENCIA)

caudal (m³/s)

efic

ien

cia

(%)

0.0002 0.0003 0.0004 0.0005 0.0006 0.0007 0.0008 0.0009 0.0010 0.0011 0.00120

5

10

f(x) = 2.11578920208827E-10 x² + 4831.17821785317 x

Chart Title

NPSH

Polynomial (NPSH)

caudal (gpm)

NP

SH

r [m

]

0.0018 0.0020 0.0022 0.0024 0.0026 0.0028 0.0030 0.00320.00

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f(x) = − 3.09186254397101E-08 x² + 11819.5837071369 x − 1.97013910401704E-13

Chart Title

potencia

Polynomial (potencia)

caudal [m³/s]

po

ten

cia

[K

W]