Hkszt |
0,375 |
Hm/bp |
0,07 |
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m |
0,502451111339486 |
0,2LK |
4,44 |
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B |
51,4703005274032 |
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g |
9,81 |
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Hm |
0,5 |
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r |
0,249375 |
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Qm |
40,5 |
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13,3333333333333 |
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bp |
7 |
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qk |
4 |
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bk |
10,125 |
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Lp |
22,2351502637016 |
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Lk |
22,1801826187114 |
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3 |
Obliczenia hydrauliczne |
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3.1 Wlotu |
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3.1.1 Dobór wymiarów |
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Przyjmuję, że przelew jest niezatopiony i Hm = 0,5 m |
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H kszt = 0,75∙Hm = 0,75x0,5 = 0,375 m |
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r = 0,665xHkszt = |
0,25 |
m |
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Określam szerokość obliczeniową koryta zbiorczego ze wzoru: |
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gdzie: |
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m - współczynnik wydatku uzależniony od H i r [-], |
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B - obliczeniowa szerokość koryta zbiorczego [m], |
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g - przyśpieszenie ziemskie 9,81 m/s2, |
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Hm – wysokość ponad normalnym poziomem piętrzenia [m], |
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Q m = |
40,5 |
m3/s |
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51,47 |
m |
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Poprawnie dobrane wymiary koryta powinny spełniać następujące trzy warunki: |
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1) |
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2) |
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3) qk= |
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Wyznaczam |
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Przyjmuję bp = |
7 |
m |
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Przyjmuję qk = |
4 |
m3/sm |
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A zatem bk = |
10,125 |
m |
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Rozpatruję warunek 2) i wyznaczam Lk: |
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bk - bp = |
3,125 |
≤ 0,2 Lk |
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4,44 |
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Lk = |
22,18 |
m |
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Przyjmuję Lk = |
22,18 |
m |
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Wyznaczam |
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z funkcji trygonometrycznych : |
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Lp = |
22,24 |
m |
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B= bp + 2Lp = |
51,47 |
m |
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Wyznaczam |
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- wsp. rozejścia ścian bystrza i |
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- wsp. nachylenia ścian |
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0,14 |
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mp = |
0,070 |
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tg α = |
0,070 |
→α = |
4,03 |
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Rys. 1 Schemat koryta zbiorczego. |
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Wydłużam |
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25,74 |
m |
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25,67 |
m |
L'k |
25,67 |
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6,51 |
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m |
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Przepływ jednostkowy na długości przelewu |
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0,79 |
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Przepływ jednostkowy na długości koryta |
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1,83 |
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1,58 |
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Wyznaczam spadek koryta |
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10,125 |
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m |
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1,18 |
m |
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0,11 |
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11,92 |
m2 |
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0,106 |
[-] |
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0,090 |
[-] |
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Woda w korycie zbiorczym powinna płynąć ruchem nadkrytycznym, czyli spadek koryta powinien być mniejszy od spadku końcowego krytycznego. |
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Przyjęto spadek dna koryta zbiorczego |
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0,02 |
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3.1.2 Obliczenie układu zwierciadła wody |
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1,44224957030741 |
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0,443603652374229 |
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Rzeczywiste napełnienie na końcu koryta |
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1,70 |
m |
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1,6356 |
1,64 |
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0,32 |
0,32 |
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Rzeczywiste napełnienie na początku przelewu |
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1,95 |
m |
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1,9550 |
1,96 |
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i=dh/L |
0,014427293296046 |
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Tabela 1. Zestawienie obliczeń do określenia zwierciadła wody w korycie zbiorczym. |
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Lp |
hi |
Dhzał |
x' |
bx |
Qx |
Qs |
Fx |
Fs |
Rx |
Rs |
Ie |
Vx |
Δhobl |
|
|
|
|
Ik |
|
|
1 |
1,64 |
0,1000 |
25,67 |
10,125 |
40,5 |
39,7111884330937 |
16,560264264637 |
16,944249881888 |
1,23619456403459 |
1,2620172186911 |
0,000579949073118 |
2,44561314679527 |
0,099354060648974 |
|
|
|
1 |
0,03 |
0,03 |
|
2 |
1,736 |
24,67 |
9,98410846390581 |
38,9223768661874 |
17,3282354991391 |
1,28783987334761 |
2,24618235758171 |
|
|
|
2 |
0,03 |
0,06 |
|
3 |
1,826 |
0,0900 |
23,67 |
9,84321692781161 |
37,3447537323749 |
38,1335652992811 |
17,9695962571443 |
17,6489158781417 |
1,33163553556549 |
1,30973770445655 |
0,000469132451464 |
2,07821885355535 |
0,086239516934803 |
|
|
|
3 |
0,03 |
0,09 |
|
4 |
1,906 |
0,0800 |
22,67 |
9,70232539171742 |
35,7671305985623 |
36,5559421654686 |
18,4885732847353 |
18,2290847709398 |
1,36815693495107 |
1,34989623525828 |
0,000388163663379 |
1,93455330747952 |
0,076686383680567 |
|
|
|
4 |
0,03 |
0,12 |
|
5 |
1,976 |
0,0700 |
21,67 |
9,56143385562322 |
34,1895074647497 |
34,978319031656 |
18,8893933279951 |
18,6889833063652 |
1,39790989802519 |
1,38303341648813 |
0,0003273498234 |
1,80998441141458 |
0,069552050730133 |
|
|
|
5 |
0,03 |
0,15 |
|
6 |
2,046 |
0,0700 |
20,67 |
9,42054231952903 |
32,6118843309371 |
33,4006958978434 |
19,2704885562017 |
19,0799409420984 |
1,42620695583394 |
1,41205842692956 |
0,000278558178984 |
1,69232265366941 |
0,065479768921394 |
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|
|
6 |
0,03 |
0,18 |
|
7 |
2,106 |
0,0600 |
19,67 |
9,27965078343484 |
31,0342611971246 |
31,8230727640309 |
19,5390624615207 |
19,4047755088612 |
1,44832345357191 |
1,43726520470292 |
0,0002387702722 |
1,58831884888244 |
0,060742848169025 |
|
|
|
7 |
0,03 |
0,21 |
|
8 |
2,163 |
0,0570 |
18,67 |
9,13875924734064 |
29,456638063312 |
30,2454496302183 |
19,7633131047664 |
19,6511877831435 |
1,46787186411293 |
1,45809765884242 |
0,000206311207422 |
1,49047064665528 |
0,057743661044742 |
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|
|
8 |
0,03 |
0,24 |
|
9 |
2,218 |
0,0550 |
17,67 |
8,99786771124645 |
27,8790149294994 |
28,6678264964057 |
19,9535063774749 |
19,8584097411206 |
1,48540611152001 |
1,47663898781647 |
0,000178469490694 |
1,39719878812736 |
0,055239960923008 |
|
|
|
9 |
0,03 |
0,27 |
|
10 |
2,271 |
0,0530 |
16,67 |
8,85697617515225 |
26,3013917956869 |
27,0902033625931 |
20,1104876288627 |
20,0319970031688 |
1,50099106288956 |
1,49319858720479 |
0,000154305628919 |
1,30784455757995 |
0,053021821570596 |
|
|
|
10 |
0,03 |
0,3 |
|
11 |
2,321 |
0,0500 |
15,67 |
8,71608463905806 |
24,7237686618743 |
25,5125802287806 |
20,2263861235073 |
20,168436876185 |
1,51426298278845 |
1,50762702283901 |
0,000133291225524 |
1,22235225368016 |
0,050978388515541 |
|
|
|
11 |
0,03 |
0,33 |
|
12 |
2,370 |
0,0490 |
14,67 |
8,57519310296387 |
23,1461455280617 |
23,934957094968 |
20,3196202714396 |
20,2730031974734 |
1,52614363314737 |
1,52020330796791 |
0,000114830182931 |
1,13910325187499 |
0,049270481980176 |
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|
|
12 |
0,03 |
0,36 |
|
13 |
2,417 |
0,0470 |
13,67 |
8,43430156686967 |
21,5685223942491 |
22,3573339611554 |
20,3821784457009 |
20,3508993585702 |
1,53625267769726 |
1,53119815542232 |
9,84751786781741E-05 |
1,05820496330698 |
0,047642935637823 |
|
|
|
13 |
0,03 |
0,39 |
|
14 |
2,462 |
0,0450 |
12,67 |
8,29341003077548 |
19,9908992604366 |
20,7797108273429 |
20,4149059955077 |
20,3985422206043 |
1,54464439963087 |
1,54044853866407 |
8,39937494417899E-05 |
0,979230532084523 |
0,046148200884291 |
|
|
|
14 |
0,03 |
0,42 |
|
15 |
2,506 |
0,0440 |
11,67 |
8,15251849468128 |
18,413276126624 |
19,2020876935303 |
20,4268007885715 |
20,4208533920396 |
1,55175437155645 |
1,54819938559366 |
7,1090094860645E-05 |
0,901427311952148 |
0,044791837429249 |
|
|
|
15 |
0,03 |
0,45 |
|
16 |
2,549 |
0,0430 |
10,67 |
8,01162695858709 |
16,8356529928114 |
17,6244645597177 |
20,4182854995003 |
20,4225431440359 |
1,55760257649716 |
1,55467847402681 |
5,95461834004894E-05 |
0,824538034460505 |
0,043500022681757 |
|
|
|
16 |
0,03 |
0,48 |
|
17 |
2,591 |
0,0420 |
9,67 |
7,8707354224929 |
15,2580298589989 |
16,0468414259051 |
20,3897828029026 |
20,4040341512015 |
1,56220816744055 |
1,55990537196886 |
4,92317407829557E-05 |
0,748317429689678 |
0,042259636831889 |
|
|
|
17 |
0,03 |
0,51 |
|
18 |
2,631 |
0,0400 |
8,67 |
7,7298438863987 |
13,6804067251863 |
14,4692182920926 |
20,3339855295001 |
20,3618841662014 |
1,56523549095848 |
1,56372182919952 |
4,00624378124827E-05 |
0,67278530838625 |
0,04104316235788 |
|
|
|
18 |
0,03 |
0,54 |
|
19 |
2,670 |
0,0390 |
7,67 |
7,58895235030451 |
12,1027835913737 |
12,89159515828 |
20,2593279808598 |
20,29665675518 |
1,56707508741301 |
1,56615528918574 |
3,19408914541504E-05 |
0,597393141707756 |
0,039881463866985 |
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19 |
0,03 |
0,57 |
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Rys. 2 Układ zwierciadła wody w korycie zbiorczym. |
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L.p |
Rz. wody |
Hk |
Qk |
H |
H/r |
m |
k2 |
k1 |
Ls |
Kz |
Qp |
|
|
NPP |
127,6 |
|
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|
|
|
1 |
125,00 |
0 |
0,00 |
|
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Lk |
22,18 |
|
|
|
|
|
2 |
125,10 |
0,1 |
0,50 |
|
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Ik |
0,02 |
0,014427293296046 |
|
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3 |
125,20 |
0,2 |
1,40 |
|
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hk |
1,64 |
|
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|
|
4 |
125,30 |
0,3 |
2,58 |
|
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hp |
1,95 |
|
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|
|
5 |
125,40 |
0,4 |
3,97 |
|
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hz |
0,25 |
|
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6 |
125,50 |
0,5 |
5,55 |
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l:
Rzędna dna na początku
Rz dna |
125,40 |
125,08 |
|
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|
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7 |
125,60 |
0,6 |
7,30 |
|
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l:
na końcu koryta
Rz dna |
124,95 |
125,075023598602 |
|
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|
|
8 |
125,70 |
0,7 |
9,19 |
|
|
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|
|
|
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|
|
mk |
0,35 |
|
|
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|
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9 |
125,80 |
0,8 |
11,23 |
|
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10 |
125,90 |
0,9 |
13,40 |
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11 |
126,00 |
1 |
15,70 |
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12 |
126,10 |
1,1 |
18,11 |
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13 |
126,20 |
1,2 |
20,63 |
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14 |
126,30 |
1,3 |
23,27 |
|
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15 |
126,40 |
1,4 |
26,00 |
|
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16 |
126,50 |
1,5 |
28,84 |
|
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17 |
126,60 |
1,6 |
31,77 |
|
|
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|
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|
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18 |
126,70 |
1,7 |
34,79 |
|
|
|
|
|
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|
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|
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19 |
126,80 |
1,8 |
37,91 |
|
|
|
|
|
|
|
|
|
|
0,363466666666667 |
|
|
|
|
|
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20 |
126,90 |
1,9 |
41,11 |
|
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21 |
127,00 |
2 |
44,40 |
|
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22 |
127,10 |
2,1 |
47,77 |
|
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23 |
127,20 |
2,2 |
51,22 |
|
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24 |
127,30 |
2,3 |
54,75 |
|
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|
25 |
127,40 |
2,4 |
58,36 |
|
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|
|
26 |
127,50 |
2,5 |
62,05 |
|
|
|
|
|
|
|
|
h |
Q |
|
|
|
|
|
|
|
27 |
127,60 |
2,6 |
65,81 |
0 |
0 |
0 |
0,000 |
0 |
0,000 |
0,000 |
0,000 |
0 |
0,000 |
|
|
|
|
|
|
|
28 |
127,65 |
2,65 |
|
0,05 |
0,2 |
0,389 |
0,814 |
0,989 |
0,207 |
0,996 |
2,791 |
0,05 |
2,791 |
|
|
|
|
|
|
|
29 |
127,70 |
2,75 |
|
0,1 |
0,4 |
0,412 |
0,865 |
0,989 |
0,254 |
0,995 |
4,807 |
0,1 |
4,807 |
|
|
|
|
|
|
|
30 |
127,75 |
2,8 |
|
0,15 |
0,6 |
0,431 |
0,900 |
0,989 |
0,301 |
0,994 |
7,569 |
0,15 |
7,569 |
|
|
|
|
|
|
|
31 |
127,80 |
2,85 |
|
0,2 |
0,8 |
0,448 |
0,928 |
0,989 |
0,348 |
0,993 |
10,995 |
0,2 |
10,995 |
|
|
|
|
|
|
|
32 |
127,85 |
2,9 |
|
0,25 |
1 |
0,463 |
0,952 |
0,989 |
0,395 |
0,992 |
15,021 |
0,25 |
15,021 |
|
|
|
|
|
|
|
33 |
127,90 |
2,95 |
|
0,3 |
1,2 |
0,474 |
0,973 |
0,989 |
0,442 |
0,991 |
19,584 |
0,3 |
19,584 |
|
|
|
|
|
|
|
34 |
127,95 |
3 |
|
0,35 |
1,4 |
0,484 |
0,991 |
0,989 |
0,489 |
0,991 |
24,622 |
0,35 |
24,622 |
|
|
|
|
|
|
|
35 |
128,00 |
3,05 |
|
0,4 |
1,6 |
0,492 |
1,008 |
0,989 |
0,536 |
0,990 |
30,078 |
0,4 |
30,078 |
|
|
|
|
|
|
|
36 |
128,05 |
3,1 |
|
0,45 |
1,8 |
0,498 |
1,024 |
0,989 |
0,583 |
0,989 |
35,896 |
0,45 |
35,896 |
|
|
|
|
|
|
|
37 |
128,10 |
3,15 |
|
0,5 |
2 |
0,502 |
1,038 |
0,989 |
0,630 |
0,988 |
42,022 |
0,5 |
42,022 |
|
|
|
|
|
|
|
38 |
128,15 |
3,2 |
|
0,55 |
2,2 |
0,505 |
1,052 |
0,989 |
0,677 |
0,987 |
48,410 |
0,55 |
48,410 |
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39 |
128,16 |
3,21 |
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0,56 |
2,24 |
0,506 |
1,054 |
1,989 |
0,686 |
0,987 |
50,715 |
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Tab. nr 2. Obliczenie przepustowości koryta zbiorczego |
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Rys. nr 3 Krzywe wydatku w korycie zbiorczym. |
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Wniosek: jak pokazują powyższe krzywe, szerokość końcowa koryta zbiorczego jest na tyle szeroka, że nie następuje dławienie. Przepływ przez koryto będzie determinowany przez przelew nad koroną. |
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3.2 Obliczenia bystrza |
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Bb |
10,13 |
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3.2.1 Strumień nienapowietrzony |
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n |
0,02 |
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Tab. nr 3 Układ zwierciadła wody w bystrzu. |
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h |
F |
u |
v |
us |
Fs |
Rs |
Ie |
Δ L |
ΣΔ L |
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L.p |
h |
F |
U |
R |
v |
Q |
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1,18 |
11,9475 |
12,485 |
3,39 |
12,39 |
11,44 |
0,924 |
0,003 |
0,589 |
0,59 |
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1 |
0,1 |
1,01 |
10,33 |
0,098 |
2,81 |
2,85 |
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1,08 |
10,935 |
12,285 |
3,70 |
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2 |
0,2 |
2,03 |
10,53 |
0,192 |
4,41 |
8,93 |
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0,98 |
9,9225 |
12,085 |
4,08 |
12,19 |
10,43 |
0,856 |
0,004 |
2,27 |
2,86 |
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3 |
0,3 |
3,04 |
10,73 |
0,283 |
5,71 |
17,33 |
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0,88 |
8,91 |
11,885 |
4,55 |
11,99 |
9,42 |
0,786 |
0,006 |
5,09 |
7,95 |
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4 |
0,4 |
4,05 |
10,93 |
0,371 |
6,83 |
27,65 |
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0,78 |
7,8975 |
11,685 |
5,13 |
11,79 |
8,40 |
0,713 |
0,008 |
10,41 |
18,36 |
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5 |
0,5 |
5,06 |
11,13 |
0,455 |
7,83 |
39,62 |
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0,68 |
6,885 |
11,485 |
5,88 |
11,59 |
7,39 |
0,638 |
0,012 |
23,26 |
41,62 |
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6 |
0,55 |
5,57 |
11,23 |
0,496 |
8,29 |
46,17 |
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0,65 |
6,58125 |
11,425 |
6,15 |
11,46 |
6,73 |
0,588 |
0,017 |
14,13 |
55,75 |
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7 |
0,58 |
5,87 |
11,29 |
0,520 |
8,56 |
50,26 |
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0,60 |
6,075 |
11,325 |
6,67 |
11,38 |
6,33 |
0,556 |
0,020 |
47,07 |
102,82 |
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8 |
0,59 |
5,97 |
11,31 |
0,528 |
8,65 |
51,65 |
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0,59 |
5,97375 |
11,305 |
6,78 |
11,32 |
6,02 |
0,532 |
0,024 |
25,59 |
128,42 |
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9 |
0,6 |
6,08 |
11,33 |
0,536 |
8,73 |
53,06 |
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128,416 |
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Rys. nr 4 Układ zwierciadła w bystrzu. |
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Lb |
120,073477504401 |
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IB=dh'/dL' |
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dL' |
120 |
m |
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dh' |
4,20 |
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0,02625 |
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IB>Ik |
0,070 |
> |
0,02 |
1,5044315844059 |
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LB |
120,073477504401 |
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0,066316038308323 |
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Fro |
#DIV/0! |
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Fr min |
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#DIV/0! |
#DIV/0! |
#DIV/0! |
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Rk |
0 |
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vk |
#DIV/0! |
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alfa |
2 |
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Przyjęto spadek bystrza według załączonej mapki 7%, czyli i = 0,07 |
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Obliczono h0 ze wzoru: |
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sina = |
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Qm |
40,5 |
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gdzie: |
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n |
0,015 |
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Q – natężenie przepływu w bystrzu [m3/s], |
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ho |
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n – chropowatość w bystrzu ( przyjąłem dla betonu wygładzonego 0,015 ), |
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R0 – promień hydrauliczny w przekroju bystrza przy wysokości h0 [m], |
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F0 – pole przekroju koryta bystrza przy wysokości h0 [m2], |
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Obliczenia przeprowadzono metodą kolejnych przybliżeń zakładając wartość h0. |
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W wyniku podstawienia otrzymałam h0= |
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0,36 |
m |
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F0 = =
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3,65 |
m2 |
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n = |
0,015 |
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U0 =
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m |
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R0=
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0,34 |
m |
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0,3448 |
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P sina = |
0,034881811326057 |
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L = |
0,118870347095888 |
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L ≈ P |
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W celu zmniejszenia prędkości w bystrzu projektuje bystrze ze sztuczną szorstkością pokazane na rys nr 5. |
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Rys. nr 5 Schemat sztucznej szorstkości w bystrzu. |
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Wyznaczam wysokość, dla której prędkość w bystrzu wynosi 5 m/s, (jest to prędkość dopuszczalna dla koryta wykonanego z betonu): |
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Q = |
40,5 |
m3/s |
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v = |
5 |
m/s |
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b = |
10,125 |
m |
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0,8 |
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Dla h5 = |
0,80 |
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c – współczynnik Chezy, |
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F5 = |
8,1 |
m2 – pole przekroju przy wysokości h5, |
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U5 = |
11,725 |
m – obwód zwilżony przy wysokości h5, |
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0,787928649373278 |
6,38222205992355 |
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R5 = |
0,690831556503198 |
m – promień hydrauliczny, |
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Fr min |
39,3248114902579 |
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Jb = |
0,07 |
spadek bystrza, |
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Vo |
6,77966101694915 |
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Q = |
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c5 |
22,737091032979 |
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Fr |
2,49461995086374 |
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40,5 |
= |
0,00 |
→ c = 16,04 |
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Dla tej wartości odczytano z tabeli 3.14 wartości: |
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cobl |
6,4 |
1,265625 |
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25,2563251456812 |
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5,33333333333333 |
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s |
0,15 |
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12,65625 |
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długośc |
0,225 |
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odstep |
1,2 |
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h0C = |
1,25 |
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s = |
0,23 |
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cobl |
25,2563251456812 |
v |
5,55399217715409 |
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Ponownie obliczam c dla wysokości h0C = |
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0,75 |
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F = |
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U = |
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R = |
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Q = |
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40,5 |
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41 |
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→ c = |
25 |
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V = |
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m/s |
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Prędkość jest równa dopuszczalnej prędkości V = 5 m/s. |
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Zaprojektowana szorstkość w bystrzu jest dobrze dobrana. |
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Obliczenia sprawdzające, czy wystąpi falowanie w bystrzu. |
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h0 = |
0,75 |
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Fr0 = |
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3,88428529150636 |
m2 |
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F = |
7,59375 |
m2 |
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U = |
11,63 |
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R = |
0,65 |
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a = |
4,03 |
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c= |
25,00 |
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cosa = |
0,998 |
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9,79 |
m2/s |
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k1 = |
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0,35 |
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k2 = |
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0,43 < 180,26 |
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Wynika stąd, że wystąpi falowanie na długości bystrza. |
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Obliczam maksymalną wysokość fali: |
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hmax= 0,25 |
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1,38 m |
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Obliczam średnią długość fali: |
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lśr = 30h0 = |
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m
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Fale które wystąpią w bystrzu będą występować co 24,9 m, a ich wysokość nie powinna przekraczać 1,38 m. |
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3.2.2 Strumień napowietrzony |
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Wyznaczam wartość |
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= |
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0,077 |
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q – jednostkowe natężenie przepływu na szerokości bystrza [m3/s.m], |
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Korzystając z nomogramu rys. 10.82 „ Podstawy melioracji rolnych” P. Prochal tom 2 |
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Wykres do wyznaczania głębokości ha i prędkości Va strumienia napowietrzonego, określono |
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, |
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, stąd ha = 1,04 m, Va = 4,99 m/s |
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Dla tak małej wartości jak 0,077 współczynnik koncentracji powietrza jest bardzo mały i wynosi mniej niż 0,2. Jest to zgodne z tym, co wcześniej wyliczono, czyli, że nie występuje w tym przypadku strumień napowietrzony. |
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3.3 Obliczenia urządzeń do rozpraszania energii |
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3.3.1 Określenie położenia wysokościowego wypadu |
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Rys. 6 Schemat odskoku hydraulicznego. |
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tm – napełnienie w stanowisku dolnym przy natężeniu przepływu Qm , |
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tm = 1,45 m, |
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Lm = |
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m , |
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h1 = h0 = 0,83 m , |
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Dh = tm – h1cosa = 1,45- |
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1,45- |
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m , |
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L1= |
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m , |
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Qm = 18 m3/s , |
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q = Q/b = 18/5 = 3,6 m3/s.m , |
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F = 4,15 m2 , |
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U = 6,66 m2 , |
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R = 0,62 m , |
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V = 4,34 m/s |
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Fr0 = 2,31 , |
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h2p = |
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m |
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E1 = |
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ctgd = 0,3Fr0 + 0,54 = 1,23 |
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d = 39,11° |
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Druga wysokość sprzężona wynosi 1,42 m, |
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Obliczam drugą wysokość sprzężoną odskoku nachylonego. |
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h1p = h1n = 0,83 m , |
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tg a = 0,09 , |
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Odczytano wartość K z rysunku 4.33 z książki A. Żbikowski i in. „Hydrauliczne podstawy projektów wodnomelioracyjnych” (str. 289) |
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K = f(tg a) = 2,5 , |
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Pozostałe oznaczenia jak powyżej |
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h2n = 2,43 * 0,83 = 2,02 m , |
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L0n = |
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m |
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i = tg a = 0,09 |
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3.3.2 Obliczenie długości wypadu |
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Długość niecki wypadowej przyjmuję w przybliżeniu 3h2p , co daje w sumie 4,3 m. |
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3.3.3Dobór kształtu i wymiarów wypadu. |
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Obliczenia głębokości niecki wypadowej |
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Obliczenia wykonuję dla trzeciego przypadku, tzn. h2n > tm, bo 2,02 m > 1,45 m , |
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n = 1,05 , |
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d = nh2n – tm = 1,05 * 2,02 – 1,45 = 0,67 m |
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Przyjmuję d = 0,7 m , |
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h2n’ = tm + d = 1,45 + 0,7 = 2,15 m , |
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- odczytane z rys. 4.34 z książki A. Żbikowski i in. „Hydrauliczne podstawy projektów wodnomelioracyjnych” (str. 290) , |
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L0n = h2p * 4,6 = 1,42 * 4,6 = 6,53 m , |
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Przyjęto długość odskoku równą: |
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L0n = 6,73 m , |
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Głębokość niecki 0,70 m przyjmuję za ostateczną. Nie projektuję poszerzenia koryta. |
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4 Dobór umocnień i obliczenie rozmyć poniżej upustu. |
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4.1 Długość i rodzaj umocnień kanału doprowadzającego. |
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1) Lu = (2 ÷ 3)b = |
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=15 m
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2) Lu ≤ 20 m |
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3) Lu = |
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m, |
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V – prędkość w stanowisku dolnym, |
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VR – prędkość dopuszczalna dla gruntu z tematu, |
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b – szerokość koryta, |
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V = |
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m/s, |
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F = 0,5 * (5 + 14,5) * 1,7 = 16,575 m2 , |
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Umocnienia kanału doprowadzającego muszą być sztywne, a zatem na długości 15 m projektuję płyty betonowe. |
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4.2 Rodzaj umocnień kanału zrzutowego. |
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Na kanale zrzutowym projektuję umocnienia skarp w postaci narzutu kamiennego. Dno kanału zrzutowego jest wykonane z gruntu naturalnego, czyli piasku grubego. |
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4.3 Obliczenie rozmyć poniżej upustu. |
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Do obliczeń przyjmuję schemat Rossińskiego |
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, |
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gdzie: |
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H – głębokość rozmycia , |
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k1 – współczynnik uwzględniający wzmożoną burzliwość strumienia, |
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przyjmuję k1 = 1,7 dla umocnień na poziomie dna stanowiska dolnego i zakończone ścianą szczelną , |
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q – jednostkowe natężenie przepływu w stanowisku dolnym, |
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Vn1 – prędkość nierozmywająca przy głębokości 1 m , |
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Przyjmuję prędkość Vn1 = 0,57 m/s dla mojego gruntu (piasek średni) z tematu na podstawie tabeli 4.2 z książki A. Żbikowski i in. „Hydrauliczne podstawy projektów wodnomelioracyjnych” (str. 350) , |
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q = |
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, |
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Bz = b + 0,4*2*tm = 5 + 0,4 * 2 * 1,45 = 6,16 m |
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q = |
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m3/sm , |
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= |
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m , |
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Powyższe obliczenia wskazują na fakt, iż nie nastąpi rozmycie dna gdyż nachylenie jest mniejsze od 1:3. |
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