Mathcad - Aplicatia 1

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    Aplicatia 1

    Dimensionare : DL avand Cg-F amonte.

    1. Configuratie, date de baza :

    - Incarcatura hidraulica raportata la proiectia orizontala a ML: iH 1 m

    3

    h m2

    - Viteza medie in modul : V 3mm

    s

    - Nr.Reynolds al miscarii : Rey 50.0

    2. Se adopta ML din placi PP conform fisei anexate : tip ML FS 41.50 avandcaracteristici :

    e 44mm:= 60deg:= h 15mm:=

    Ased 11m

    2

    m3

    :=

    3. Volumul de ML necesar :

    As Ased ML= iH.0.9

    1

    m3

    h m2

    :=

    AsQ

    iH.

    1800

    1620

    m

    2=:=

    ML

    As

    Ased

    163.64

    147.27

    m

    3=:=

    Q 450l

    s:=

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    4. Configuratie DL :- bazin de forma patrata- dotari cu sisteme constructive de fixare nodul, jgheaburi de colectare

    Se adopta configuratia din schema urmatoare :

    15 1.00 15 1.00 15 1.00 15

    20

    1.

    25

    25

    20

    30

    2

    3

    4

    1

    1.

    25

    30

    25

    20

    2

    1

    3

    60

    1.Modul lamelar

    2.Jgheaburi colectoare apa

    decantata (inox)

    3.Galerii distributie apa floculata

    4.Grinzi pereti b.a. 15 x 1500mm

    20

    Se prevad :

    - siruri de module lamelare amplasate intre grinzi :

    latime b 1.0m:=

    n b iM hM ML=

    hM 1.25m:=

    n 11:=

    iM

    ML

    n b hM

    11.901

    10.711

    m=:=

    Se adopta :

    - 11 randuri de modul b = 1.0m , hM= 1.25 m

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    Latimea DL :

    ngrinzi

    n 1 10=:= bgrinda

    150mm:=

    B n b ngrinzibgrinda+ 12.5 m=:=

    Lungimea (din conditia forma patratica) :

    L B 12.5 m=:=

    Volumul efectiv de ML :

    n 11= b 1 m=

    hM 1.25 m= L 12.5 m=

    VML n b hM L 171.875 m3

    =:=

    Aria de limpezire :

    Ased 11m

    2

    m3

    :=

    AL AsedVML 1.891 103

    m2

    =:=

    Incarcarea hidraulica efectiva :

    Q 450 l

    s=

    iHQ

    AL

    0.857 m

    h=:= < 1 m/h

    Decantorulva avea 12.5 m x 12.5 m si va fi prevazut cu :

    - 11 randuri cu b = 1.0m , L = 12.5m , hM= 1.25m , = 60o

    - 10 grinzi perete 15 x 12.5 cm cu hg= 1.25m

    - 10 jgheaburi fixate pe grinzi bj= 15cm, hj = 23cm

    - 10 galerii distributie Apa Floculata fixate de grinzi : 15x23cm

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    5.

    60

    1.

    00

    15

    1.

    00

    15

    1.

    00

    15

    1.

    00

    15

    1.

    00

    5.60

    Jgheaburi colectoare AD

    - 10 jgheaburi bj 15cm:= hj 23cm:= iR 1%:=

    Aj bj hj 0.035m2

    =:= nj1

    90:=

    Pj bj 2 hj+ 0.61 m=:=

    Rh

    Aj

    Pj

    0.057m=:=

    Cj1

    nj

    Rh

    m

    16

    55.76=:=

    qcap AjCjRh

    miR

    m

    s 45.75

    l

    s=:= >

    Q

    n 1 45

    l

    s= / jgheab

    - jgheburile sunt prevazute cu deversori triunghiulari :

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    100

    50

    90

    Galerii distributie apa floculata

    15 x 23 cm fixata la partea inferioara a grinzilor perete

    5.60

    11

    15

    2

    0

    debit distribuit pe galerie

    qdist

    Q 10% Q+

    n 1 49.5

    l

    s=:=

    debit calcul sistem cu debit uniform distribuit qcqdist

    224.75

    l

    s=:=

    Ag bjhj 0.035m2

    =:= L 12.5 m=

    vg

    qc

    Ag

    0.717m

    s=:=

    hr i L= ---> hr

    vgs

    m

    2

    m

    Cj2

    RhL 0.0366 m=:=

    pentru realizarea distributiei uniforme : horificiu 10 hr>

    Aleg orificiu 12mm 0.6:=

    Aorificiu

    40.012

    2 m

    2113.097 mm

    2=:=

    horificiu 0.1m:=

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    qorificiu Aorificiu 2 g horificiu 0.095l

    s=:=

    Nrorificii

    qdist

    qorificiu

    520.87=:= ---> 522 orificii

    522

    2261= orificii 12mm la 4.78cm pe fiecare latura

    Concentrator de namol

    CN4.

    00

    2.2

    0

    L 12.5 m= B 12.5 m=

    VCN L B 4.0 m 625 m3

    =:=

    Cantitatea de namol acumulata / zi :

    CAD 0:= CAB 0.5kg

    m3

    := SU

    KN Q CAB CAD( ) 19440kg

    zi=:= SU

    N 1040:= CNC 0.03kg

    zi:=

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    VN

    KN

    CNC N 623.08=:= > 625 m3

    S-a considerat concentratia in suspensii a apei brute 500 gSU/m

    3

    ;Namolul in exces se va elimina din CN : 1 data / 12 h.

    Recircularea namolului

    Pentru realizarea unui continut in suspensii optim in floculator (

    >1500gSU/m3) se va prelua namolul concentrat din CN si se va introduce in R

    QNR 10% Q 162

    m3

    h=:=

    Se va adopta :

    1+1EP cu turatie variabila q = 30 - 70 m3/h , Hp= 5m , P=2kW.

    Pompele se vor amplasa in galeria inferioara intre Floculator siConcentratorul de namol : bgal= 1.5m , Hg= 4.0m , conducta de refulare PEID

    Dn 150mm.

    Coagulare - Floculare

    Q 27 m

    3

    min=

    1. Amestec si reactie rapida

    tR

    1

    2

    min:= gradient GRR 500s

    1:=

    Vnec. Q t R 27

    54

    m

    3=:= Aleg Vnec 54m

    3:=

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    3.0

    0

    2.00

    NR

    AB

    Adopt ha 3.0m:=

    Aria = 3m2... 4m2

    K 30m0.5

    s0.5

    kg0.5

    :=

    PGRR

    K

    2

    Vnec 15000 W=:= ---> P 15kW:=

    Aleg 1 El.Agit de 15kW

    2. Floculator

    tF. 15min:= GF 100s 1

    :=

    VF Q t F. 405 m3

    =:= ha 3 m=

    AF

    VF

    3

    1

    m 135 m

    2=:= ---> 12m x 12.5m

    VeF 12m 12.5 m ha 450 m3

    =:=

    tF

    VeF

    Q16.667 min=:=

    PF

    GF

    K

    2

    VeF 5000 W=:= 5000

    12416.67=

    Aleg 12 El.Agit x 450W ( 2 pe fiecare culoar )

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    NRAB

    2.

    00

    2.00 2.00 2.00 2.00

    6.00

    5.

    60

    Given

    0.165 0.41 12.5 2 9.81 hd

    3

    2=

    Find hd( ) 0.037522668394505493359

    hd 0.0375m 3.75 cm=:=

    11

    CF

    CCD CD = cota apei in DLhd

    galerii distributie AF

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    CF CCD 3.75cm=

    3.75cm

    5

    7

    cm+ 8.8

    10.8

    cm=

    CD CCD11

    12

    cm:=

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    h hr:=

    zi day:=