|
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0 |
- warunek spełniony |
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rozstaw żeber : |
l= |
5,7 |
m |
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|
- warunek nie spełniony |
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- warunek nie spelniony - lambda - nie trzeba plakac |
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wysokość podciągu : |
hp= |
60 |
cm |
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szerokość podciągu : |
bw= |
35 |
cm |
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grubość płyty : |
hf= |
10 |
cm |
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wymiary słupa - hsxbs : |
hs= |
40 |
cm |
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bs= |
35 |
cm |
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geometria ramy (zgodnie z rys.) : |
H-1= |
120 |
cm |
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H-2= |
390 |
cm |
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H-3= |
420 |
cm |
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wysokość stopy : |
hst= |
70 |
cm |
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wysokość słupa : |
Hsl= |
440 |
cm |
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Beton B25: |
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Stal zbrojenia słupa i rygla : A-III : |
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Stal strzemion : St0S: |
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fck= |
20 |
MPa |
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fcd= |
13,3 |
MPa |
|
fyk= |
410 |
MPa |
|
fywd= |
190 |
MPa |
|
f*cd= |
11,1 |
MPa |
|
fyd= |
350 |
MPa |
|
fyk= |
220 |
MPa |
|
fctm= |
2,2 |
MPa |
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|
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|
|
fyd= |
190 |
MPa |
|
fctk= |
1,5 |
MPa |
|
Es= |
200 |
GPa |
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fctd= |
1 |
MPa |
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fdb= |
2,3 |
MPa |
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acc= |
1 |
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Ecm= |
30 |
GPa |
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cnom= |
20 |
[mm] |
, |
cnom= |
15 |
mm |
Dc= |
5 |
mm |
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l=leff= |
5,7 |
[m] |
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l0= |
0,85*leff |
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l0= |
4,845 |
[m] |
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beff= |
1,319 |
[m] |
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[m] |
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Przy wysiegu dwustronnym : |
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beff1= |
0,485 |
[m] |
|
beff2<= |
6hf= |
0,6 |
[m] |
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przyjeto : |
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beff1= |
0,485 |
[m] |
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beff= |
1,319 |
[m] |
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|
redukcja ze względu na obciazenie silami skupionymi |
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beff= |
1,055 |
[m] |
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|
Dobór zbrojenia dla przesła |
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Msd= |
158,69 |
[kNm] |
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zalozono zbrojenie : |
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f= |
25 |
[mm] |
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fstrz.= |
10 |
[mm] |
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a1= |
32 |
[mm] |
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Wysokosc czynna przekroju |
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d= |
67,8 |
[cm] |
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Sprawdzenie czy przekroj jest teowy czy pozornie teowy |
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Msd |
<= |
Mhf |
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Mhf= |
881,35 |
[kNm] |
> |
Msd= |
158,69 |
[kNm] |
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Przekroj pracuje jako pozornie teowy |
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|
meff= |
0,025 |
=> |
xeff= |
0,025 |
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|
xeff,lim= |
0,53 |
|
dla stali A-III (tabl.9) |
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|
xeff= |
0,025 |
< |
xeff,lim= |
0,53 |
- warunek spelniony |
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Efektywna wysokosc strefy sciskanej |
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xeff= |
1,695 |
[cm] |
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Potrzebna pole powierzchni zbrojenia |
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As1= |
6,797 |
[cm2] |
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Warunek ze względu na minimalne zbrojenie |
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As1,min1= |
3,311 |
[cm2] |
|
As1,min2= |
3,085 |
[cm2] |
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As1= |
6,797 |
[cm2] |
> |
As1,min= |
3,311 |
[cm2] |
- warunek spelniony |
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przyjęto: |
|
3 |
f |
24 |
-> As1= |
13,57 |
cm2 |
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Dobór zbrojenia dla skrajnej podpory |
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przyjęto zbrojenie : |
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Msd= |
196,62 |
[kNm] |
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Założono zbrojenie |
|
f |
16 |
mm |
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fstrz. |
10 |
mm |
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a1= |
2,8 |
cm |
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Wysokość przekroju : |
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d= |
66,2 |
cm |
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Wysokość czynna przekroju : |
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d'= |
72,87 |
cm |
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|
meff= |
0,080 |
=> |
xeff= |
0,079 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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Efektywna wysokość strefy ściskanej : |
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xeff= |
5,76 |
cm |
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Potrzebne pole powierzchni zbrojenia : |
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As1A= |
7,66 |
cm2 |
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As1,min,1= |
3,56 |
cm2 |
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As1,min,2= |
0,0013*bw*d' |
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|
As1,min,2= |
3,32 |
cm2 |
< |
As1A= |
7,66 |
cm2 |
|
- warunek spełniony |
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Zbrojenie na krawędzi podpory A: |
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Msd= |
196,62 |
kNm |
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Najmniejsza wartość siły tnącej |
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V0= |
56,39 |
kN |
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Moment zginający na krawędzi podpory : |
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Mskr= |
185,34 |
knm |
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Wysokość czynna przekroju : |
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d= |
66,2 |
cm |
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|
meff= |
0,091 |
=> |
xeff= |
0,094 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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Potrzebne pole zbrojenia : |
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As1krA= |
8,28 |
cm2 |
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Minimialne zbrojenie : |
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As1krA= |
> |
As1kr.min |
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As1kr.min.1= |
3,23 |
cm2 |
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As1.min.2= |
3,01 |
cm2 |
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|
As1,min= |
3,23 |
cm2 |
< |
As1kr= |
8,28 |
cm2 |
|
- warunek spełniony |
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przyjęto zbrojenie : |
|
|
5 |
f |
16 |
-> As1= |
10,05 |
cm2 |
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Zbrojenie dla podpory środkowej |
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Msd= |
273,38 |
kNm |
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meff= |
0,111 |
=> |
xeff= |
0,112 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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potrzebne pole powierzchni zbrojenia : |
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As1= |
9,86 |
cm2 |
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Minimialne zbrojenie : |
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As1= |
> |
As1kr.min |
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As1.min.1= |
3,23 |
cm2 |
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As1.min.2= |
3,01 |
cm2 |
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As1,min= |
3,23 |
cm2 |
< |
As1= |
9,86 |
cm2 |
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- warunek spełniony |
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Zbrojenie na krawędzi podpory B: |
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Msd= |
273,38 |
kNm |
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Najmniejsza wartość siły tnącej |
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V0= |
64,89 |
kN |
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Moment zginający na krawędzi podpory : |
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Mskr= |
260,40 |
knm |
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Wysokość czynna przekroju : |
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d= |
66,2 |
cm |
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meff= |
0,128 |
=> |
xeff= |
0,135 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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Potrzebne pole zbrojenia : |
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As1krB= |
11,89 |
cm2 |
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Minimialne zbrojenie : |
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As1krB= |
> |
As1kr.min |
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As1kr.min.1= |
3,23 |
cm2 |
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As1.min.2= |
3,01 |
cm2 |
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As1,min= |
3,23 |
cm2 |
< |
As1= |
11,89 |
cm2 |
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- warunek spełniony |
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przyjęto zbrojenie |
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6 |
f |
16 |
-> As1= |
12,06 |
cm2 |
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Sprawdzenie przyjętego zbrojenia : |
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ilość prętów w górnym rzędzie : |
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4 |
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ilość prętów w dolnym rzędzie : |
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2 |
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a1= |
5,33 |
cm |
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d'= |
64,67 |
cm |
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Msd= |
273,38 |
kNm |
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meff= |
0,140 |
=> |
xeff= |
0,151 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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xeff= |
10,59 |
cm |
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Mrd= |
333,10 |
kNm |
> |
Msd= |
273,38 |
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- warunek spełniony |
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Potrzebne pole zbrojenia : |
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As= |
12,99 |
cm2 |
< |
As1= |
14,07 |
cm2 |
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- warunek spełniony |
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przyjęto zbrojenie : |
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7 |
f |
16 |
-> As1= |
14,07 |
cm2 |
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Sprawdzenie nośności na ścinanie przy podporze A : |
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Nośność : |
VRd1=(0,35*k*fctd*(1,2+40rl)+0,15*rcp)*bw*d |
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ilość prętów doprowadzonych do podpory dołem = |
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3 |
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AsL= |
13,57 |
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rl= |
0,006 |
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< |
rl.max= |
0,01 |
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- warunek spełniony |
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rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
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k= |
0,94 |
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- przyjęto do obliczeń k= |
1 |
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Siła poprzeczna w podporze : |
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Vsd= |
182,74 |
kN |
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VRd1= |
116,31 |
kN |
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Vsd= |
182,74 |
kN |
> |
VRd1= |
116,31 |
kN |
- należy zaprojektować zbrojenie na ścinanie |
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Pominięto wpływ prętów ukośnych dla uzyskania bardziej niekorzystnych warunków. |
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ctgq= |
2,00 |
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z= |
59,58 |
cm |
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u= |
0,55 |
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VRd2= |
612,38 |
kN |
> |
Vsd= |
182,74 |
kN |
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- warunek spełniony |
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Założono zbrojenie w postaci strzemion : |
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odcinek, na którym konieczne będzie zastosowanie zbrojenia lf - odległość między podporą, a żebrem w świetle |
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lf= |
1,50 |
m |
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Przyjęto zbrojenie w postaci strzemion dwuramiennych ze stali St0S. |
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f= |
10 |
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fyk= |
22,0 |
kN/cm2 |
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Asw1= |
1,57 |
cm2 |
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Zalożono, że srrzemiona przeniosą siłę tnącą. |
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ilość strzemion : |
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s1= |
19,461 |
cm |
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VRd3= |
VSd= |
182,74 |
kN |
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s1max1= |
49,65 |
cm |
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s1max2= |
23,33 |
cm |
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Stopień zbrojenia strzemionami : |
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r1,min= |
0,003 |
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s1max= |
16,26 |
cm |
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Sprawdzenie rozstawu strzemion |
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s1= |
16,26 |
cm |
=> |
przyjęto rozstaw s1= |
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16,0 |
cm |
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Sprawdzenie nośności na ścinanie przy podporze B : |
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Nośność : |
VRd1=(0,35*k*fctd*(1,2+40rl)+0,15*rcp)*bw*d |
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ilość prętów doprowadzonych do podpory dołem = |
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3 |
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AsL= |
13,57 |
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rl= |
0,006 |
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< |
rl.max= |
0,01 |
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- warunek spełniony |
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rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
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k= |
0,94 |
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- przyjęto do obliczeń k= |
1 |
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Siła poprzeczna w podporze : |
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Vsd= |
205,97 |
kN |
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VRd1= |
116,31 |
kN |
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Vsd= |
205,97 |
kN |
> |
VRd1= |
116,31 |
kN |
- należy zaprojektować zbrojenie na ścinanie |
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Pominięto wpływ prętów ukośnych dla uzyskania bardziej niekorzystnych warunków. |
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ctgq= |
2,00 |
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z= |
59,58 |
cm |
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u= |
0,55 |
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VRd2= |
612,38 |
kN |
> |
Vsd= |
205,97 |
kN |
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- warunek spełniony |
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Założono zbrojenie w postaci strzemion : |
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odcinek, na którym konieczne będzie zastosowanie zbrojenia lf - odległość między podporą, a żebrem w świetle |
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lf= |
1,90 |
m |
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Przyjęto zbrojenie w postaci strzemion dwuramiennych ze stali St0S. |
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f= |
10 |
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fyk= |
22,0 |
kN/cm2 |
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Asw1= |
1,57 |
cm2 |
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Zalożono, że srrzemiona przeniasą siłę tnącą. |
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ilość strzemion : |
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s1= |
17,266 |
cm |
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VRd3= |
VSd= |
205,97 |
kN |
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s1max1= |
49,65 |
cm |
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s1max2= |
23,33 |
cm |
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Stopień zbrojenia strzemionami : |
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r1,min= |
0,003 |
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s1max= |
16,26 |
cm |
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Sprawdzenie rozstawu strzemion |
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s1= |
16,26 |
cm |
=> |
przyjęto rozstaw s1= |
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16,0 |
cm |
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Sprawdzenie nośności na ścinanie dla części między żebrami środkowymi. |
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rl= |
0,006 |
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rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
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k= |
0,94 |
- przyjęto do obliczeń |
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k= |
1 |
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Maksymalna siła poprzeczna między żebrami środkowymi : |
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Vsd= |
18,68 |
kN |
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VRd1= |
116,31 |
kN |
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Vsd= |
18,68 |
kN |
< |
VRd1= |
116,31 |
kN |
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- należy zaprojektować zbrojenie konstrukcyjne w postaci strzemion |
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Przyjęto zbrojenie w postaci strzemion dwuramiennych |
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fywd= |
190,00 |
MPa |
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fyk= |
220,00 |
MPa |
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Sparwdzenie warunku konstrukcyjnego rozstawu strzemion. |
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s1max= |
49,65 |
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s2max= |
23,33 |
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Przyjeto rozstaw między strzemionami konstrukcyjnymi : |
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s= |
23,0 |
cm |
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Sprawdzenie nośności zbrojenia podłużnego |
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- sprawdzenie zbrojenia dolnego nad podporą A : |
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Msd= |
53,50 |
kNm |
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z= |
59,58 |
cm |
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Vsd= |
182,74 |
kN |
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VRd32= |
0 |
kN |
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VRd3= |
0 |
kN |
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Rolo:
cos alfa - obok wartosc
cosa= |
1 |
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Ftd= |
272,54 |
kN |
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Maksymalna siła rozciągająca |
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A11d= |
13,57 |
cm2 |
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FR1d= |
A11d*fyd |
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FR1d= |
475,01 |
kN |
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Ftd= |
272,54 |
kN |
< |
FR1d= |
475,01 |
kN |
|
- warunek spełniony |
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- sprawdzenie zbrojenia górnego nad podporą A : |
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Msd= |
196,62 |
kNm |
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z= |
59,58 |
cm |
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Ftg= |
Msd/z |
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Ftg= |
330,01 |
kN |
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Maksymalna siła rozciągająca |
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A11g= |
10,05 |
cm2 |
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FR1g= |
351,86 |
kN |
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Ftg= |
330,01 |
kN |
< |
FR1g= |
351,86 |
kN |
|
- warunek spełniony |
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|
- sprawdzenie zbrojenia dolnego nad podporą B : |
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Vsd= |
205,97 |
kN |
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VRd32= |
0 |
kN |
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VRd3= |
0 |
kN |
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Rolo:
cos alfa, obok wartosc
cosa= |
1 |
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Ftd= |
205,97 |
kN |
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Maksymalna siła rozciągająca |
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A11d= |
13,57 |
cm2 |
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FR1d= |
475,01 |
kN |
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Ftd= |
205,97 |
kN |
< |
FR1d= |
475,01 |
kN |
|
- warunek spełniony |
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- sprawdzenie zbrojenia górnego nad podporą B : |
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Msd= |
273,38 |
kNm |
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z= |
59,58 |
cm |
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Ftg= |
Msd/z |
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Ftg= |
458,85 |
kN |
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Maksymalna siła rozciągająca |
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A11g= |
14,07 |
cm2 |
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FR1g= |
492,60 |
kN |
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Ftg= |
458,85 |
kN |
< |
FR1g= |
492,60 |
kN |
|
- warunek spełniony |
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Długość zakotwienia zbrojenia dolnego |
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- podpora skrajna A - dołem |
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|
|
|
|
|
|
|
|
|
|
|
|
aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
Fcd= |
182,74 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
|
|
|
|
|
|
|
|
|
As,req= |
5,22 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
> |
As,req= |
5,22 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,prov= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb= |
91,30 |
cm |
|
|
|
|
|
|
|
|
|
lbd= |
35,13 |
cm |
=> |
przyjęto |
lbd= |
36,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb,min= |
27,39 |
cm |
< |
ldb= |
36,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
- podpora skrajna A - górą |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
Msd= |
196,62 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
|
|
|
|
|
|
|
|
|
As,req= |
9,43 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
> |
As,req= |
9,43 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,prov= |
10,05 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb= |
60,87 |
cm |
|
|
|
|
|
|
|
|
|
lbd= |
57,09 |
cm |
=> |
przyjęto |
lbd= |
58,0 |
cm |
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb,min= |
18,26 |
cm |
< |
ldb= |
58,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
- podpora środkowa B - dołem |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
Fcd= |
205,97 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
|
|
|
|
|
|
|
|
|
As,req= |
5,88 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
> |
As,req= |
5,88 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,prov= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb= |
91,30 |
cm |
|
|
|
|
|
|
|
|
|
lbd= |
39,59 |
cm |
=> |
przyjęto |
lbd= |
40,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb,min= |
27,39 |
cm |
< |
ldb= |
40,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
- podpora środkowa B - górą |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
Msd= |
273,38 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
|
|
|
|
|
|
|
|
|
As,req= |
13,11 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,req,min= |
3,79 |
cm2 |
> |
As,req= |
13,11 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As,prov= |
14,07 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb= |
60,87 |
cm |
|
|
|
|
|
|
|
|
|
lbd= |
56,70 |
cm |
=> |
przyjęto |
lbd= |
57,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
lb,min= |
24,00 |
cm |
< |
ldb= |
57,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
Rysy prostopadłe |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
- nad podporą skrajną A |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
As1= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
As2= |
10,05 |
cm2 |
|
14,07 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
d= |
66,2 |
cm |
|
|
|
|
|
|
|
|
|
bw= |
35 |
cm |
|
|
|
|
|
|
|
|
|
h= |
70 |
cm |
|
|
|
|
|
|
|
|
|
hp= |
60 |
cm |
|
|
|
|
|
|
|
|
|
hf= |
10 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Ecm= |
30 |
GPa |
|
|
|
|
|
|
|
|
|
Es= |
200 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Wyznaczenie końcowego współczynnika pełzania betonu |
|
|
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|
|
|
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|
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|
|
|
|
|
|
h0= |
2Ac/h |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
h= |
155,0 |
cm |
|
|
|
|
|
|
|
|
|
Ac= |
2450,0 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
h0= |
31,6 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
Założono |
|
|
|
|
|
|
|
|
|
|
|
RH= |
50 |
% |
- względna wilgotność powietrza |
|
|
|
|
|
|
|
|
t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
dla h0= |
31,6 |
cm |
=> |
f(v,t0)= |
2,82 |
|
(na podstawie Tablicy A.1 normy) |
|
|
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|
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|
|
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|
|
|
|
|
|
|
|
Eceff= |
7,86 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
aef= |
25,44 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Moment nad podporą A |
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Msd= |
196,62 |
kNm |
- wartośc obliczeniowa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
gf= |
1,2 |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Msk= |
163,85 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Szerokość rys prostopadłych do elementu : |
|
|
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|
|
|
|
|
Wk= |
b*Srm*esm |
|
|
|
|
|
|
|
|
|
|
b= |
1,3 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Srm |
- średni końcowy rostaw rys |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
f= |
24 |
mm |
- średnica prętów zbrojenia |
|
|
|
|
|
|
|
|
k1= |
0,8 |
|
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
k2= |
0,5 |
|
- rozstaw trójkątny |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
r1= |
0,0059 |
|
|
|
|
|
|
|
|
|
|
r2= |
0,0059 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
x||= |
0,353 |
m |
|
a1=a2= |
0,04 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
hcteff= |
100,0 |
mm |
|
|
|
|
|
|
|
|
|
Acteff= |
350,0 |
cm2 |
- pole przekroju strefy rozciąganej |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
rr= |
0,039 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Srm= |
111,89 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Wartość średniego odkształcenia zbrojenia rozciąganego |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
b1= |
1,0 |
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
|
b2= |
0,5 |
- przy obciążeniu długotrwałym |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
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|
|
Wc= |
28583,33 |
cm |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Mcr= |
62,88 |
kNm |
|
|
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|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
ss= |
221,82 |
MPa |
|
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|
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|
|
esm= |
0,00111 |
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|
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|
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|
|
|
|
|
|
Wk= |
0,161 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
|
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|
|
|
|
|
|
- dla klasy ekspozycji XC1 |
|
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|
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|
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|
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|
|
- nad podporą środkową B |
|
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|
As1= |
13,57 |
cm2 |
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|
As2= |
14,07 |
cm2 |
|
0,00 |
|
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|
d= |
64,67 |
cm |
|
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|
bw= |
35 |
cm |
|
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|
h= |
70 |
cm |
|
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|
hp= |
60 |
cm |
|
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|
hf= |
10 |
cm |
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|
|
Ecm= |
30 |
GPa |
|
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|
|
|
|
|
|
Es= |
200 |
GPa |
|
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|
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|
Wyznaczenie końcowego współczynnika pełzania betonu |
|
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|
h0= |
2Ac/h |
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|
h= |
155,0 |
cm |
|
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|
Ac= |
2450 |
cm2 |
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|
h0= |
31,6 |
cm |
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|
Założono |
|
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|
RH= |
50 |
% |
- względna wilgotność powietrza |
|
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|
|
t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
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|
dla h0= |
31,6 |
cm |
=> |
f(v,t0)= |
2,82 |
|
(na podstawie Tablicy A.1 normy) |
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|
|
Eceff= |
7,86 |
GPa |
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|
aef= |
25,44 |
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|
|
Moment nad podporą B |
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|
|
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|
|
Msd= |
273,38 |
kNm |
- wartośc obliczeniowa |
|
|
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|
gf= |
1,2 |
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|
|
|
|
|
|
Msk= |
227,82 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
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|
Szerokość rys prostopadłych do elementu : |
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|
Wk= |
b*Srm*esm |
|
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|
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|
|
b= |
1,3 |
|
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|
|
Srm |
- średni końcowy rostaw rys |
|
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|
f= |
24 |
mm |
- średnica prętów zbrojenia |
|
|
|
|
|
|
|
|
k1= |
0,8 |
|
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
k2= |
0,5 |
|
- rozstaw trójkątny |
|
|
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|
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|
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|
|
|
|
|
|
r1= |
0,0060 |
|
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|
|
r2= |
0,0060 |
|
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|
x||= |
0,348 |
m |
|
a1=a2= |
0,04 |
m |
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|
|
hcteff= |
100,0 |
mm |
|
|
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|
|
|
|
|
|
Acteff= |
350,0 |
cm2 |
- pole przekroju strefy rozciąganej |
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|
rr= |
0,039 |
|
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|
Srm= |
111,89 |
mm |
|
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|
Wartość średniego odkształcenia zbrojenia rozciąganego |
|
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|
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|
|
|
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|
|
|
|
|
|
b1= |
1,0 |
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
|
b2= |
0,5 |
- przy obciążeniu długotrwałym |
|
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|
|
|
|
|
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|
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|
|
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|
|
|
|
|
|
|
|
Wc= |
28583,33 |
cm3 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Mcr= |
62,88 |
kNm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
ss= |
316,31 |
MPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
esm= |
0,00158 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Wk= |
0,230 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
- dla klasy ekspozycji XC1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
- w przęśle |
|
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|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
As1= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
#REF! |
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
d= |
66,20 |
cm |
|
|
|
|
|
|
|
|
|
bw= |
35 |
cm |
|
|
|
|
|
|
|
|
|
h= |
70 |
cm |
|
|
|
|
|
|
|
|
|
hp= |
60 |
cm |
|
|
|
|
|
|
|
|
|
hf= |
10 |
cm |
|
|
|
|
|
|
|
|
|
beff= |
1,055 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Ecm= |
30 |
GPa |
|
|
|
|
|
|
|
|
|
Es= |
200 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Wyznaczenie końcowego współczynnika pełzania betonu |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
h0= |
2Ac/m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
m= |
155,0 |
cm |
|
|
|
|
|
|
|
|
|
Ac= |
3155,20 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
h0= |
40,7 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Założono |
|
|
|
|
|
|
|
|
|
|
|
RH= |
50 |
% |
- względna wilgotność powietrza |
|
|
|
|
|
|
|
|
t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
dla h0= |
40,7 |
cm |
=> |
f(v,t0)= |
2,71 |
|
(na podstawie Tablicy A.1 normy) |
|
|
|
|
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|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Eceff= |
8,08 |
GPa |
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
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|
|
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|
|
act= |
24,76 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Moment maksymalny w przęśle |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Msd= |
158,69 |
kNm |
- wartośc obliczeniowa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
gf= |
1,2 |
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Msk= |
132,24 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Szerokość rys prostopadłych do elementu : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Wk= |
b*Srm*esm |
|
|
|
|
|
|
|
|
|
|
b= |
1,3 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Srm |
- średni końcowy rostaw rys |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
f= |
24 |
mm |
- średnica prętów zbrojenia |
|
|
|
|
|
|
|
|
k1= |
0,8 |
|
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
k2= |
0,5 |
|
- rozstaw trójkątny |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
r1= |
0,0059 |
|
|
|
|
|
|
|
|
|
|
r2= |
0,0059 |
|
|
|
|
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|
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|
|
|
|
|
|
|
|
D= |
4808018,93 |
|
|
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|
|
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|
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|
|
|
|
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|
|
|
|
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|
|
|
|
|
|
x||= |
17,60 |
cm |
|
a1=a2= |
0,04 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
x||= |
17,60 |
cm |
> |
hf= |
10 |
|
|
- przekrój pracuje jako teowy |
|
|
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|
|
|
|
|
|
|
|
a= |
17,5 |
cm |
|
|
|
|
|
|
|
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|
|
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|
|
|
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|
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|
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|
|
|
|
|
|
b= |
1041,26 |
cm2 |
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c= |
-25773,35 |
cm3 |
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D= |
2888362,51223956 |
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x||= |
18,81 |
cm |
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Acteff= |
350,0 |
cm2 |
- pole przekroju strefy rozciąganej |
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rr= |
0,039 |
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Srm= |
111,89 |
mm |
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Wartość średniego odkształcenia zbrojenia rozciąganego |
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b1= |
1,0 |
- dla prętów żebrowanych |
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b2= |
0,5 |
- przy obciążeniu długotrwałym |
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Wc= |
15251,25 |
cm3 |
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Mcr= |
33,55 |
kNm |
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ss= |
162,59 |
MPa |
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esm= |
0,00081 |
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Wk= |
0,118 |
mm |
< |
wlim= |
0,3 |
mm |
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- warunek spełniony |
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- dla klasy ekspozycji XC1 |
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Rysy ukośne : |
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- dla podpory A |
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Siła tnąca |
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Vsd= |
182,74 |
kN |
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gf= |
1,2 |
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Vsk= |
152,28 |
kN |
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Zbrojenie strzemionami dwuramiennymi |
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S1= |
19,461 |
cm |
|
23,3534795822483 |
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Asw1= |
1,57 |
cm2 |
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f= |
10 |
mm |
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Rozwarcie rys |
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t= |
0,657 |
MPa |
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f= |
10 |
h1= |
1 |
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rw= |
0,0023 |
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l= |
1,45 |
m |
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Wk= |
0,271 |
mm |
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Wk= |
0,271 |
mm |
< |
wlim= |
0,3 |
mm |
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- warunek spełniony |
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- dla klasy ekspozycji XC1 |
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- dla podpory B |
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Vsd= |
205,97 |
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gf= |
1,2 |
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Vsk= |
171,6 |
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S1= |
17,266 |
cm |
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Asw1= |
1,57 |
cm2 |
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Rozwarcie rys |
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MPa |
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f= |
10 |
h1= |
1 |
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rw= |
0,0026 |
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Wk= |
0,271 |
mm |
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Wk= |
0,271 |
mm |
< |
wlim= |
0,3 |
mm |
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- warunek spełniony |
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- dla klasy ekspozycji XC1 |
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SŁUP |
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hs= |
40 |
cm |
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bs= |
35 |
cm |
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H= |
440 |
cm |
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wyznaczenie dlugosci obliczeniowej: |
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lcd= |
4,4 |
m |
|
12,5714285714286 |
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Moment bezwladnosci dla rygla: |
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Moment bezwladnosci słupa: |
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Ib= |
1000416,66666667 |
cm3 |
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Ic= |
186666,67 |
cm3 |
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dla ukladu o wezlach przesuwnych: |
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k= |
0,24 |
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l0= |
7,83 |
m |
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Przekrój A-A |
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l= |
19,58 |
> |
7 |
(dla przekroju prostokątnego) |
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- warunek spełniony |
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Nośność slupa należy sprawdzić z uwzględnieniem smukości i wpywem obciążeń dlugotrwaych |
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ee= |
28,89 |
cm |
- mimośród konstrukcyjny |
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ee= |
8,13 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
6,73 |
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- warunek spełniony |
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Mimośród początkowy : |
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e0= |
30,22 |
cm |
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Wplyw smuklości na nośność ściskanych elementów żelbetowych należy uwazględnić w obliczeniach przez zwiększenie e0 do etot. |
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h0= |
18,67 |
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Założono |
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RH= |
50 |
% |
- względna wilgotność powietrza |
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t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
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dla h0= |
18,7 |
cm |
=> |
f(v,t0)= |
2,96 |
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Nsdit= |
Nsd= |
344,79 |
kN |
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k1t= |
2,480 |
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e0/hs= |
0,76 |
> |
wartości max. : |
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e0/hs= |
0,17 |
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- warunek spełniony |
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e0/hs= |
0,05 |
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Przyjęto stopień zbrojenia |
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x= |
0,015 |
= |
1,5 |
% |
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f= |
24 |
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cnom= |
20 |
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a1=a2= |
4,2 |
cm |
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Is= |
5242,44 |
cm4 |
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a1= |
6,67 |
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Ncrit= |
1916,59 |
N |
= |
0,00 |
MN |
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h= |
1,21936 |
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etot= |
36,85 |
cm |
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Obliczenie potrzebnego zbrojenia |
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Zbrojenie ściskane |
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As2 |
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es1= |
52,65 |
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M= |
181,54 |
kNm |
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Założono duży mimośród => |
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xeff=xeff.lim |
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xeff.lim= |
xeff.lim*d= |
18,55 |
cm |
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M1= |
491,55 |
kNm |
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M2= |
-310,01 |
kNm |
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Potrzebne zbrojenie : |
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As2= |
-28,76 |
cm2 |
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ze względów konstrukcyjnych przyjęto: |
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2 |
f |
16 |
-> As1= |
4,02 |
cm2 |
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Zbrojenie rozciągane |
|
As1 |
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Potrzebne zbrojenie : |
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As1= |
14,82 |
cm2 |
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przyjęto : |
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4 |
f |
24 |
-> As1= |
18,10 |
cm2 |
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Stopień zbrojenia : |
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rl= |
0,016 |
|
- stopień zbrojenia nie różni się o więcej niż 20% od założonego |
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Przekrój B-B |
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> |
7 |
(dla przekroju prostokątnego) |
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- warunek spełniony |
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Nośność slupa należy sprawdzić z uwzględnieniem smukości i wpywem obciążeń dlugotrwaych |
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ea= |
1,33 |
cm |
- niezamierzony mimośród przypadkowy |
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cm |
- mimośród konstrukcyjny |
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ee= |
8,13 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
6,73 |
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- warunek spełniony |
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Mimośród początkowy : |
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e0= |
7,36 |
cm |
|
7,37 |
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Wplyw smuklości na nośność ściskanych elementów żelbetowych należy uwazględnić w obliczeniach przez zwiększenie e0 do etot. |
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h0= |
18,67 |
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Założono |
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RH= |
50 |
% |
- względna wilgotność powietrza |
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t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
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dla h0= |
18,7 |
cm |
=> |
f(v,t0)= |
2,96 |
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Nsdit= |
Nsd= |
344,79 |
kN |
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k1t= |
2,480 |
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e0/hs= |
0,18 |
> |
wartości max. : |
|
e0/hs= |
0,17 |
|
- warunek spełniony |
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e0/hs= |
0,05 |
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Przyjęto stopień zbrojenia |
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x= |
0,015 |
= |
1,5 |
% |
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f= |
24 |
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cnom= |
20 |
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a1=a2= |
4,2 |
cm |
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Is= |
5242,44 |
cm4 |
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a1= |
6,67 |
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etot= |
8,64 |
cm |
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|
Obliczenie potrzebnego zbrojenia |
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|
Zbrojenie ściskane |
|
As2 |
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es1= |
24,44 |
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M= |
84,26 |
kNm |
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Założono duży mimośród => |
|
|
xeff=xeff.lim |
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|
xeff.lim= |
xeff.lim*d= |
18,55 |
cm |
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M1= |
491,55 |
kNm |
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M2= |
-407,29 |
kNm |
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Potrzebne zbrojenie : |
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As2= |
-37,78 |
cm2 |
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|
ze względów konstrukcyjnych przyjęto: |
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|
2 |
f |
16 |
-> As1= |
4,02 |
cm2 |
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Zbrojenie rozciągane |
|
As1 |
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Potrzebne zbrojenie : |
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As1= |
14,82 |
cm2 |
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przyjęto : |
|
4 |
f |
24 |
-> As1= |
18,10 |
cm2 |
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Stopień zbrojenia : |
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|
rl= |
0,016 |
|
- stopień zbrojenia nie różni się o więcej niż 20% od założonego |
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Przekrój C-C |
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l= |
19,58 |
> |
7 |
(dla przekroju prostokątnego) |
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|
|
- warunek spełniony |
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|
Nośność slupa należy sprawdzić z uwzględnieniem smukości i wpywem obciążeń dlugotrwaych |
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|
ee= |
16,82 |
cm |
- mimośród konstrukcyjny |
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|
ee= |
8,13 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
6,73 |
|
|
|
- warunek spełniony |
|
|
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|
Mimośród początkowy : |
|
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|
e0= |
18,16 |
cm |
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|
Wplyw smuklości na nośność ściskanych elementów żelbetowych należy uwazględnić w obliczeniach przez zwiększenie e0 do etot. |
|
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|
h0= |
18,67 |
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Założono |
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RH= |
50 |
% |
- względna wilgotność powietrza |
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t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
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dla h0= |
18,7 |
cm |
=> |
f(v,t0)= |
2,96 |
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Nsdit= |
Nsd= |
344,79 |
kN |
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k1t= |
2,480 |
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e0/hs= |
0,45 |
> |
wartości max. : |
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e0/hs= |
0,17 |
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- warunek spełniony |
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e0/hs= |
0,05 |
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Przyjęto stopień zbrojenia |
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x= |
0,015 |
= |
1,5 |
% |
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f= |
24 |
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cnom= |
20 |
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a1=a2= |
4,2 |
cm |
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Is= |
5242,44 |
cm4 |
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a1= |
6,67 |
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Ncrit= |
2032,58 |
N |
= |
2,03 |
MN |
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h= |
1,20428 |
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etot= |
21,86 |
cm |
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Obliczenie potrzebnego zbrojenia |
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Zbrojenie ściskane |
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As2 |
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es1= |
37,66 |
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M= |
129,86 |
kNm |
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Założono duży mimośród => |
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xeff=xeff.lim |
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xeff.lim= |
xeff.lim*d= |
18,55 |
cm |
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M1= |
491,55 |
kNm |
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M2= |
-361,69 |
kNm |
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Potrzebne zbrojenie : |
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ze względów konstrukcyjnych przyjęto: |
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2 |
f |
16 |
-> As1= |
4,02 |
cm2 |
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Zbrojenie rozciągane |
|
As1 |
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Potrzebne zbrojenie : |
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As1= |
14,82 |
cm2 |
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przyjęto : |
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4 |
f |
24 |
-> As1= |
18,10 |
cm2 |
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Stopień zbrojenia : |
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rl= |
0,016 |
|
- stopień zbrojenia nie różni się o więcej niż 20% od założonego |
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Dobór zbrojenia - max ze zbrojeń dla przekrojów A-A, B-B, C-C |
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Przekrój |
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As1= |
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As2= |
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A-A |
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4 |
f |
24 |
2 |
f |
16 |
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B-B |
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4 |
f |
24 |
2 |
f |
16 |
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C-C |
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4 |
f |
24 |
2 |
f |
16 |
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Przyjęto zbrojenie dla słupa : |
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As1= |
4 |
f |
24 |
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As2= |
2 |
f |
16 |
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Rozstaw strzemion : |
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minimalny rozstaw strzemion : |
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max1= |
36,0 |
cm |
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max2= |
35,0 |
cm |
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max3= |
40,0 |
cm |
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przyjęto : |
13 |
strzemion w rozstawie co |
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|
34,0 |
cm |
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Połączenie słupa z fundamentem |
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Nromalna siła w słupie |
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Nsd= |
344,79 |
kN |
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Siła pozioma |
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H= |
35,89 |
kN |
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Siłę ściskającą całkowicie przeniesie zbrojenie podłużne |
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As= |
9,85 |
cm2 |
=> |
3 |
f |
24 |
-> As1= |
13,57 |
cm2 |
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Długość zakotwienia : |
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lb= |
91,3 |
cm |
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aa= |
1,0 |
(dla prętów prostych) |
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Areq= |
9,85 |
cm2 |
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Aprov= |
13,57 |
cm2 |
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lb,min= |
54,8 |
cm |
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- dla prętów ściskanych |
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lbd= |
66,3 |
cm |
> |
lb,min= |
54,8 |
cm |
|
- warunek spełniony |
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przyjęto : |
lbd= |
66,0 |
cm |
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Strzemiona |
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z= |
96,54 |
- siła rozwarstwiająca |
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Asw= |
5,08 |
cm2 |
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przyjęto strzemiona dwuramienne |
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f= |
10 |
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Asw1= |
1,57 |
cm2 |
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Rozstaw strzemion : |
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s1= |
12,4 |
cm |
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=> |
przyjęto |
s1= |
12,0 |
cm |
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Docisk słupa |
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Nsd= |
344,79 |
kN |
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su,min= |
su,max= |
0 |
kN/cm2 |
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au= |
0,67 |
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Ac0= |
1400,0 |
cm2 |
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Ac1= |
1400,0 |
cm2 |
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wu= |
1 |
< |
wu,max= |
2 |
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ncum= |
1 |
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fcud= |
1,11 |
kN/cm2 |
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Nrd= |
1036,00 |
kN |
> |
Nsd= |
344,79 |
kN |
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- warunek spełniony |
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Stopa fundamentowa |
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Założono stopę o wymiarach : |
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BxL= |
190 |
x |
210 |
cm |
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wysokość stopy H= |
70 |
cm |
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beton B25 : |
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fctd= |
1,0 |
MPa |
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Stal zbrojenia A-I : |
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fyk= |
240 |
MPa |
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fyd= |
210 |
MPa |
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Wielkość otulenia : |
|
c= |
40 |
mm |
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d= |
66,0 |
cm |
=> |
z= |
59,4 |
cm |
|
odsadzka 1= |
10 |
cm |
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Naprężenie : |
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odsadzka 2= |
10 |
cm |
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sgr= |
127,95 |
kN/m2 |
< |
sgr= |
160 |
kN/m2 |
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Atrapezu= |
7962,5 |
cm2 |
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Atrapezu= |
8437,5 |
Rolo:
tu sa wielkosci otulenia i trapezow stopy
cm2 |
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Wymiarowanie wsporników metodą wsporników wydzielonych : |
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Ma= |
63,94 |
kNm |
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As1a= |
0,000513 |
m2 |
= |
5,13 |
cm2 |
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As1b= |
0,000472 |
m2 |
= |
4,72 |
cm2 |
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Z powodu małych wartości pola zbrojenia, należy zmniejszyć wysokość stopy fundamentowej (pręty min. f12), a co za tym idzie wysokość słupa i zaprojektować słup z uwzględnieniem zmiany wysokości. Z uwagi na akademicki charakter projektu pominięto ponowne wymiarowanie słupa. |
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Założona nowa wysokość stopy : |
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h= |
40,0 |
cm |
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d= |
36,0 |
cm |
=> |
z= |
32,4 |
cm |
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As1a= |
0,000940 |
m2 |
= |
9,40 |
cm2 |
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As1b= |
0,000866 |
m2 |
= |
8,66 |
cm2 |
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Przyjęto : |
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As1a : |
10 |
f |
12 |
-> As1= |
11,31 |
cm2 |
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As1a : |
14 |
f |
12 |
-> As1= |
15,83 |
cm2 |
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Nośność stopy na przebicie (obciążenie mimośrodowe) |
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b1= |
35 |
cm |
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b2= |
107 |
cm |
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bm= |
71 |
cm |
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D= |
8,5 |
cm |
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A= |
4187,75 |
cm2 |
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d= |
36,0 |
cm |
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sgr*A= |
53,58 |
kN/m2 |
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fctd= |
1,0 |
MPa |
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Nrd= |
255,6 |
kN |
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sgr*A= |
53,58 |
kN |
< |
Nrd= |
255,6 |
kN |
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- warunek spełniony |
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4 |
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fi= |
1,6 |
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As1= |
13,57 |
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ilosc |
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2 |
4,02 |
-7,17951985218426 |
62,18 |
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15,5442204806723 |
12,7766194545447 |
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3 |
6,03 |
-5,66777601887789 |
113,28 |
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28,320839935217 |
12,5106595885785 |
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4 |
8,04 |
-4,15603218557153 |
163,33 |
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40,8314995237955 |
12,2446997226123 |
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5 |
10,05 |
-2,64428835226516 |
212,30 |
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53,0761992464079 |
11,9787398566461 |
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6 |
12,06 |
-1,13254451895879 |
260,22 |
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65,054939103054 |
11,71277999068 |
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7 |
14,07 |
0,379199314347575 |
307,07 |
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76,767719093734 |
11,4468201247137 |
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8 |
16,08 |
1,89094314765394 |
352,86 |
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88,2145392184477 |
-88,2145392184477 |
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