Mathcad - Aplicatia 1
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7/25/2019 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:=