Współczynniki parcia i odporu gruntu: |
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h1= |
0 |
Δh(w/4)= |
0.4 |
Dane: |
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h2(ściąg)= |
1.3 |
Δhw= |
1.1 |
1. saSi |
spoisty |
plastyczny |
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h3(woda)= |
2.2 |
Δh(rzwd-w3)= |
2 |
2. siSa |
niespoisty |
śr. Zagęszcz. |
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h4(W2)= |
2.6 |
Δh(w3-dół)= |
0.9 |
grSa |
niespoisty |
śr. Zagęszcz. |
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h5(woda k)= |
3.8 |
Δh(dół-k.sc)= |
3 |
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h6(W3)= |
5.8 |
Δh(dół-k.sc)= |
4 |
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h7(dno)= |
6.7 |
kp3*= |
7.7469 |
kąt tarcia wew. |
[stopnie] |
ciężar gruntu |
[kN/m3] |
ciężar z wyp. wody |
[kN/m3] |
spójność |
[kPa] |
zagłębienie |
m ppt |
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Δh(w2-rzwd)= |
1.2 |
hpocz= |
0.22 |
φ1= |
13 |
γ1= |
19.8 |
γ'1= |
9.8 |
c1= |
14 |
h1= |
2.6 |
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h(sciag wod)= |
0.9 |
φ2= |
29 |
γ2= |
18.1 |
γ'2= |
8.1 |
c2= |
0 |
h2= |
5.8 |
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h(sciag do B)= |
6.079 |
φ3= |
38 |
γ3= |
18 |
γ'3= |
8 |
c3= |
0 |
h3= |
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h(ściąg do 5)= |
1.3 |
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p= |
14 |
γw= |
10 |
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Wartości jednostkowe parcia gruntu |
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Wartości parcia wody |
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Suma parcia wody i gruntu |
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kPa |
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ea1= |
-13.414 |
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ka1= |
0.633 |
ew3= |
0 |
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e'a1= |
-13.414 |
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ea2= |
2.872 |
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ka2= |
0.347 |
ew4= |
4 |
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ea'2= |
2.872 |
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ea3= |
14.147 |
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ka3= |
0.238 |
ew6-10= |
16 |
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ea'3= |
14.147 |
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ea4= |
16.627 |
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ea'4= |
20.627 |
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ea5= |
21.332 |
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ea'5= |
25.332 |
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ea6= |
24.705 |
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ea'6= |
40.705 |
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ea7= |
30.326 |
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ea'7= |
46.326 |
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ea8= |
20.791 |
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ea'8= |
36.791 |
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ea9= |
22.504 |
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ea'9= |
38.504 |
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ea10= |
28.213 |
dla 3,9 |
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ea'10= |
44.213 |
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Wartości jednostkowe odporu gruntu |
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Przyjęto: |
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kp1= |
1.806 |
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δp1=-φ1/2= |
-6.5 |
δa= |
0 |
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kp2= |
4.487 |
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δp2= |
-14.5 |
ηns= |
0.85 |
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kp3= |
9.114 |
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δp3= |
-19 |
ηs= |
0.7 |
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kp3'= |
7.7469 |
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ep9= |
0 |
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ep10= |
185.926 |
dla 3 |
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eph10= |
175.796 |
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Wyznaczanie głębokości na zerowaiu się wykresów parcia i odporu gruntu |
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an= |
0.679 |
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eph10-ea'10= |
131.583 |
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Metoda analityczna |
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siła |
kNm/m |
ramie wzg.A |
[m] |
ramie wzg.B |
[m] |
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Ea1= |
0.315922142464697 |
ra1= |
0.073333333333333 |
rb1= |
6.152 |
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Ea2= |
10.2114474094815 |
ra2= |
0.549374120521708 |
rb2= |
5.530 |
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Ea3= |
6.95487496080001 |
ra3= |
1.10537298914458 |
rb3= |
4.974 |
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Ea4= |
39.621908689294 |
ra4= |
1.92478786922663 |
rb4= |
4.154 |
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Ea5= |
87.0300813752641 |
ra5= |
3.52441965631595 |
rb5= |
2.555 |
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Ea6= |
33.8826240840359 |
ra6= |
4.96532156368222 |
rb6= |
1.114 |
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Ea7= |
13.075 |
ra7= |
5.62637684540624 |
rb7= |
0.453 |
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Ep8= |
152.693686906861 |
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Równanie odporu efektywnego |
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e*p(t*)= |
56.6956382028896 |
razy t* |
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wyp.odporu |
E*p(t*)= |
51.0260743826006 |
razy t*^2 |
rAE*p(t*)= |
6.079 |
plus 0,667 t* |
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Momenty względem punktów A, B, C |
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∑MA=0 |
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∑Ma= |
638.069137941289 |
minus Rb razy 6,079=0 |
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Rb= |
104.96059167339 |
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∑Mb=0 |
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S * 6,079 |
-523.600373372351 |
równa się 0 |
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S= |
86.1307995037785 |
kN/m |
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∑Mc=0 |
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∑Mc= |
minus Rb razy tc*+E*p(tc*) razy tc*/3=0 |
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tc*= |
3.08549872619186 |
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Zerowanie się sił tnących |
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T(y1m)=0 |
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T5= |
29.0266463017383 |
>0 |
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T6= |
-58.0034350735258 |
<0 |
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Miejsce zerowania się sił tnących znajduje się pomiędzy punktami 5 i 6 |
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Równanie parcia gruntu i wody pomiędzy punktami 5 i 6 oraz wypadkowej |
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ea+w(ym)= |
2.81048965409608 |
razy ym + 21,332 |
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Ea+w(ym)= |
21,332ym |
plus 2,81/2 * ym^2 |
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21,332ym |
plus |
1.40524482704804 |
ym^2 |
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Równanie sił tnących górnej belce |
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T(ym)=0 |
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29.0266463017383 |
minus 21,332ym - 1,405 ym^2 = 0 |
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ym= |
1.3 |
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ea+w(1,3)= |
24.9855999989456 |
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Ea+w(1,3)= |
30.1064162409181 |
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r1m= |
0.632908832122256 |
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Wartośc maxymalnego momentu zginającego w górnej belce |
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M1max=M(ym)= |
145.952901083455 |
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Równanie sił tnących w dolnej belce |
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T(y2m)=0 |
minus 104,96 + 51,026 y2m^2=0 |
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y2m= |
1.428 |
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Ep(1,42)= |
104.051554463809 |
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Wartośc maxymalnego momentu zginającego w dolnej belce |
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M2max=M(y2m)= |
-99.0570798495461 |
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Bezwzględne wartości momentów |
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M1max= |
145.952901083455 |
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M2max= |
99.0570798495461 |
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Wartość obliczeniowa momentu zginającego i siły w ściągu: |
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Mmax= |
182.441126354319 |
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S= |
123.821349811933 |
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