Calcul Hidraulic Pod
-
Upload
andries-alexandru -
Category
Documents
-
view
1.539 -
download
179
description
Transcript of Calcul Hidraulic Pod
COTA INFERIOARĂ ALBIE 414.5
Cota NA ARIA PERIMETRUL RAZA n i414.75 0.25 27.420 110.150 0.249 0.033 0.0074
415 0.50 54.860 110.670 0.496 0.033 0.0074415.25 0.75 82.330 111.180 0.741 0.033 0.0074
415.5 1.00 109.810 111.700 0.983 0.033 0.0074415.75 1.25 137.330 112.210 1.224 0.033 0.0074
416 1.50 164.860 112.730 1.462 0.033 0.0074416.25 1.75 192.400 113.250 1.699 0.033 0.0074
416.5 2.00 219.980 113.760 1.934 0.033 0.0074
Q1% 620 Q5% 340
NH1% 416.08 din cheie NH5% 415.62înălţime liberă= 1.27 m înălţime liberă= 1.730
B= 128.18 n = 0.033L= 110.63 i = 0.0074
e= 1ξ= 0.94 tabel 6.1. coef contractie PD 95-2002
μ=ξ x e = 0.94Apst= 0 m^2Apdr= 0 m^2
Ap=Apst+Apdr= 0 m^2AQ5%= 123 m^2
Amp=AQ5%-Ap= 123 m^2vmp=Q5%/(μ x Amp)= 2.9406677045 m/s
h obstr=Ap / B-L= 0 m0 m/s
Q obstr=v obstr x Ap= 0 m^3/sQml=Q5%-Qobstr = 340 m^3/s
vml=Qml/Amp= 2.7642276423 m/sE=vmp/vml <1.4 1.0638297872
Calculul afuierii generaleE = 1.064 Verificare BUNh = 1.48 inaltimea apei la 5% vmp>va DA
haf=E x h= 1.574468 mafg max=haf-h = 0.094468 m
Calculul afuierilor locale
Calculele hidraulice au fost întocmite în conformitate cu “Normativul privind proiectarea hidraulică a podurilor şi podeţelor”, indicativ PD 95-2002.
de măsurat pe plan
v obstr = (1/n)*hobstr^(1/3)*i^0.5
Conform studiului geotehnic, pamantul din patul albiei conform Normativului PD 95-2002 este:
v= 2.940668 viteza media a apei in dreptul pilelorva= 1.8 conform PD 95 fig 6.II.a
Daca v<vaafl=2.42 x Kf x Kα x b x (((2*v)/va)-1)*(va^2/(g*b))^0.333 3.792906 m
Daca v>=vaafl=2.42 x Kf x Kα x b x (va^2/g x b )^0.333 1.672793 m
afg=haf-h = 0.094468 maft=afg+afl = 1.767261 m
Calculul suprainaltarii de nivel (REMUU)
Dz=(vmp^2-v5%^2)/2*g = 0.051303 mLz=2*Dz/I = 13.86578 m
de recalculat functie de conditia v<sau>=va
Cota minima a intradosului suprastructurii 416.62
Debit de calcul Q5% H plutitoriDebit de verificare Q1% 1.00 m
Y C v W Q Q1% Q5%0.294 20.146 0.865 10.051 23.709
620 340
0.281 24.879 1.507 17.517 82.6650.271 27.930 2.068 24.035 170.2200.263 30.167 2.573 29.911 282.5440.256 31.914 3.037 35.306 417.0890.250 33.325 3.467 40.300 571.5290.244 34.492 3.867 44.958 744.0890.239 35.476 4.244 49.332 933.523
cota intrados pod417.35 in cazul in care este proiectat417.08 cota min intrados suprastructura
din cheiem
Numar material:
Calculele hidraulice au fost întocmite în conformitate cu “Normativul privind proiectarea hidraulică a podurilor şi podeţelor”, indicativ PD 95-2002.
Conform studiului geotehnic, pamantul din patul albiei conform Normativului PD 95-2002 este: 7
vmp<va NU
vmp>=va DA
Kf = 1.00 conform PD 95 fig 6.IVKα = 1.00 conform PD 95 fig 6.V
b = 1.00 latimea pilei [m]
Cota [m] Debit total, Q414.75 23.709
415 82.665415.25 170.220
415.5 282.544415.75 417.089
416 571.529416.25 744.089
416.5 933.523
0.000 100.000 200.000 300.000 400.000 500.000 600.000 700.000 800.000 900.000 1000.000413.5
414
414.5
415
415.5
416
416.5
417
Debit total, Q [m3/s]
Cota
sup
rafa
ta li
bera
apa
[m]
0.000 100.000 200.000 300.000 400.000 500.000 600.000 700.000 800.000 900.000 1000.000413.5
414
414.5
415
415.5
416
416.5
417
Debit total, Q [m3/s]
Cota
sup
rafa
ta li
bera
apa
[m]
NA ARIA PERIMETRU RAZA n i Y C v Q Q1% Q5%90.5 2.044 8.306 0.246087166 0.04 0.005 0.332795 15.67825 0.549955 1.124108 281 261
91 6.855 11.304 0.606422505 0.04 0.005 0.311595 21.39212 1.177949 8.074841 281 26191.5 12.896 13.666 0.943655788 0.04 0.005 0.297144 24.57288 1.687904 21.76721 281 261
92 20.000 16.028 1.247816321 0.04 0.005 0.286221 26.63547 2.103878 42.07757 281 26192.5 28.182 18.576 1.517118863 0.04 0.005 0.277621 28.06693 2.444498 68.89085 281 261
93 37.980 22.308 1.702528241 0.04 0.005 0.272139 28.89548 2.666011 101.2551 281 26193.5 48.843 23.833 2.049385306 0.04 0.005 0.262632 30.1844 3.055479 149.2388 281 261
94 60.275 25.357 2.377055645 0.04 0.005 0.254367 31.15962 3.39701 204.7548 281 26194.5 72.277 26.882 2.688676438 0.04 0.005 0.247021 31.91869 3.700832 267.485 281 261
95 84.850 28.406 2.98704499 0.04 0.005 0.240377 32.522 3.974505 337.2368 281 261
Q1% 281 Q5% 261 ξ=0.93v1% 3.75318 v5% 3.66868
NH1% 94.5969 NH5% 94.4483
1 μ=ξ x e e=1 ξ=0.932 Apst=0.4230 Apdr=0.66883 Ap=Apst+Apdr=1.0918m24 AQ5%=81,67575 Amp=AQ5%-Ap=81.6757-1.0918=80.5839m26 vmp=Q5%/μ x Amp=263/0.93 x 80,5839=263/74.943027=3.5097 h abstr=Ap / B-L= 1.0918/21.82-20=1.0918 B=21.82 L=2089 Q abstr=v abstr x Ap=Q abstr=1.475 x 1.0918= 1.610 ``
10 Qml=263-1.610=261.39 1.8202316426041411 vml=261.39/80.5839=vml=3.243
v abstr= 1 / 0.04 x 0.599^ 0.33 x
12 E=vmp/vml <= 1.08 <= 1.4 - 1.5E=1.08h=5.52va=1+1.2/2=1.1=>va=1.1
13 haf=E x h=1.08 x 5.52 = 5.961614 Kf=1 Kα=1 b=115 afg=haf - h = 5.9616 - 5.52 = 0.441616 aft= afg + afl = 0.4416 + 1.213 = 1.65461718 Lz= 2Dz / I = 2 x (-o.1648) / 0.005 = -65.92 i=0.005
afl=2.42 x Kf x Kα x b x (va/g x b )^0.333 => afl = 1.213
Dz = (vmp)^2 - (v5%)^2 / 2g = 3.509^2 - 3.943^2 /2 x 9.81 => Dz = -0.1648