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0 |
- warunek spełniony |
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rozstaw żeber : |
l= |
6 |
m |
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- warunek nie spełniony |
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str 6 |
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- warunek nie spelniony - lambda - nie trzeba plakac |
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wysokość podciągu : |
hp= |
65 |
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= |
35 |
cm |
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bs= |
35 |
cm |
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geometria ramy (zgodnie z rys.) : |
H-1= |
140 |
cm |
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H-2= |
450 |
cm |
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H-3= |
450 |
cm |
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wysokość stopy : |
hst= |
70 |
cm |
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wysokość słupa : |
Hsl= |
520 |
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 |
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fyk= |
410 |
MPa |
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fywd= |
190 |
MPa |
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| f*cd= |
11,1 |
MPa |
|
fyd= |
350 |
MPa |
|
fyk= |
220 |
MPa |
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| fctm= |
2,2 |
MPa |
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fyd= |
190 |
MPa |
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| 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= |
6 |
[m] |
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| l0= |
0,85*leff |
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| l0= |
5,1 |
[m] |
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| beff= |
1,370 |
[m] |
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| [m] |
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| Przy wysiegu dwustronnym : |
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| beff1= |
0,510 |
[m] |
|
beff2<= |
6hf= |
0,6 |
[m] |
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| przyjeto : |
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| beff1= |
0,510 |
[m] |
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| beff= |
1,37 |
[m] |
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| redukcja ze względu na obciazenie silami skupionymi |
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| beff= |
1,096 |
[m] |
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| Dobór zbrojenia dla przesła |
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| Msd= |
201,5 |
[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= |
72,8 |
[cm] |
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| Sprawdzenie czy przekroj jest teowy czy pozornie teowy |
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| Msd |
<= |
Mhf |
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| Mhf= |
988,31 |
[kNm] |
> |
Msd= |
201,5 |
[kNm] |
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| Przekroj pracuje jako pozornie teowy |
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| meff= |
0,026 |
=> |
xeff= |
0,031 |
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| xeff,lim= |
0,53 |
|
dla stali A-III (tabl.9) |
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| xeff= |
0,031 |
< |
xeff,lim= |
0,53 |
- warunek spelniony |
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| Efektywna wysokosc strefy sciskanej |
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| xeff= |
2,257 |
[cm] |
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| Potrzebna pole powierzchni zbrojenia |
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| As1= |
9,400 |
[cm2] |
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| Warunek ze względu na minimalne zbrojenie |
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| As1,min1= |
3,555 |
[cm2] |
|
As1,min2= |
3,312 |
[cm2] |
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| As1= |
9,400 |
[cm2] |
> |
As1,min= |
3,555 |
[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= |
250,1 |
[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= |
71,2 |
cm |
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| Wysokość czynna przekroju : |
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| d'= |
77,03 |
cm |
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| meff= |
0,091 |
=> |
xeff= |
0,095 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
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| Efektywna wysokość strefy ściskanej : |
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| xeff= |
7,32 |
cm |
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| Potrzebne pole powierzchni zbrojenia : |
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| As1A= |
9,74 |
cm2 |
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| As1,min,1= |
3,76 |
cm2 |
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| As1,min,2= |
0,0013*bw*d' |
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| As1,min,2= |
3,51 |
cm2 |
< |
As1A= |
9,74 |
cm2 |
|
- warunek spełniony |
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| Zbrojenie na krawędzi podpory A: |
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| Msd= |
250,1 |
kNm |
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|
|
|
|
|
|
|
|
| Najmniejsza wartość siły tnącej |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| V0= |
63,87 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Moment zginający na krawędzi podpory : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Mskr= |
238,92 |
knm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
| Wysokość czynna przekroju : |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
| d= |
71,2 |
cm |
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| meff= |
0,101 |
=> |
xeff= |
0,105 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
|
|
|
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|
|
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|
|
| Potrzebne pole zbrojenia : |
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|
|
| As1krA= |
9,94 |
cm2 |
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|
|
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|
|
| Minimialne zbrojenie : |
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|
|
| As1krA= |
> |
As1kr.min |
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|
|
| As1kr.min.1= |
3,48 |
cm2 |
|
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|
|
| As1.min.2= |
3,24 |
cm2 |
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|
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|
|
|
|
|
|
| As1,min= |
3,48 |
cm2 |
< |
As1kr= |
9,94 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
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|
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|
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|
|
|
|
|
|
|
|
|
| przyjęto zbrojenie : |
|
|
6 |
f |
16 |
-> As1= |
12,06 |
cm2 |
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|
|
| Zbrojenie dla podpory środkowej |
|
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|
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|
|
|
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|
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|
|
|
|
|
|
|
|
| Msd= |
335,60 |
kNm |
|
|
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|
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|
|
|
|
|
|
|
|
| meff= |
0,121 |
=> |
xeff= |
0,13 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
|
|
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|
|
| potrzebne pole powierzchni zbrojenia : |
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|
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|
|
| As1= |
12,31 |
cm2 |
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|
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|
|
| Minimialne zbrojenie : |
|
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|
|
| As1= |
> |
As1kr.min |
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|
|
| As1.min.1= |
3,48 |
cm2 |
|
|
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|
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|
|
| As1.min.2= |
3,24 |
cm2 |
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|
|
|
|
|
|
| As1,min= |
3,48 |
cm2 |
< |
As1= |
12,31 |
cm2 |
|
- warunek spełniony |
|
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|
|
|
|
|
|
| Zbrojenie na krawędzi podpory B: |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msd= |
335,6 |
kNm |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Najmniejsza wartość siły tnącej |
|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
| V0= |
75,14 |
kN |
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
| Moment zginający na krawędzi podpory : |
|
|
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|
|
|
|
|
| Mskr= |
322,45 |
knm |
|
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|
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|
|
|
|
|
|
|
| Wysokość czynna przekroju : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| d= |
71,2 |
cm |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| meff= |
0,137 |
=> |
xeff= |
0,148 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
|
|
|
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|
|
|
|
|
|
| Potrzebne pole zbrojenia : |
|
|
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|
|
|
|
|
| As1krB= |
14,02 |
cm2 |
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
| Minimialne zbrojenie : |
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As1krB= |
> |
As1kr.min |
|
|
|
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|
|
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|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
| As1kr.min.1= |
3,48 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
| As1.min.2= |
3,24 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As1,min= |
3,48 |
cm2 |
< |
As1= |
14,02 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| przyjęto zbrojenie |
|
|
8 |
f |
16 |
-> As1= |
16,08 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Sprawdzenie przyjętego zbrojenia : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| ilość prętów w górnym rzędzie : |
|
|
|
4 |
|
|
|
|
|
|
|
|
|
|
| ilość prętów w dolnym rzędzie : |
|
|
|
4 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| a1= |
6,00 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| d'= |
69,00 |
cm |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msd= |
335,60 |
kNm |
|
|
|
|
|
|
|
|
|
|
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|
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|
|
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|
|
|
|
|
|
|
|
|
|
| meff= |
0,151 |
=> |
xeff= |
0,165 |
< |
xeff,lim= |
0,53 |
- warunek spełniony |
|
|
|
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|
|
|
|
|
| xeff= |
12,1 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| Mrd= |
399,82 |
kNm |
> |
Msd= |
335,60 |
|
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Potrzebne pole zbrojenia : |
|
|
|
|
|
|
|
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|
|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
| As= |
15,14 |
cm2 |
< |
As1= |
16,08 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| przyjęto zbrojenie : |
|
|
8 |
f |
16 |
-> As1= |
16,08 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Sprawdzenie nośności na ścinanie przy podporze A : |
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
| Nośność : |
VRd1=(0,35*k*fctd*(1,2+40rl)+0,15*rcp)*bw*d |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| ilość prętów doprowadzonych do podpory dołem = |
|
|
|
|
3 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| AsL= |
13,57 |
|
|
|
|
|
|
|
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|
|
|
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|
|
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|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| rl= |
0,005 |
|
< |
rl.max= |
0,01 |
|
|
- warunek spełniony |
|
|
|
|
|
|
| rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| k= |
0,89 |
|
|
|
- przyjęto do obliczeń k= |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
| Siła poprzeczna w podporze : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Vsd= |
211,13 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| VRd1= |
123,66 |
kN |
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
| Vsd= |
211,13 |
kN |
> |
VRd1= |
123,66 |
kN |
- należy zaprojektować zbrojenie na ścinanie |
|
|
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|
|
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|
|
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|
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|
|
|
| Pominięto wpływ prętów ukośnych dla uzyskania bardziej niekorzystnych warunków. |
|
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|
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|
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|
|
| ctgq= |
2,00 |
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| z= |
64,08 |
cm |
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|
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| u= |
0,55 |
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|
|
|
| VRd2= |
658,63 |
kN |
> |
Vsd= |
211,13 |
kN |
|
- 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= |
1,65 |
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= |
18,117 |
cm |
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| VRd3= |
VSd= |
211,13 |
kN |
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|
| s1max1= |
53,40 |
cm |
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| s1max2= |
25,00 |
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= |
|
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= |
0,005 |
|
< |
rl.max= |
0,01 |
|
|
- warunek spełniony |
|
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|
| rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
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| k= |
0,89 |
|
|
|
- przyjęto do obliczeń k= |
1 |
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|
|
| Siła poprzeczna w podporze : |
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|
|
| Vsd= |
250,99 |
kN |
|
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|
|
| VRd1= |
123,66 |
kN |
|
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|
|
|
|
|
|
| Vsd= |
250,99 |
kN |
> |
VRd1= |
123,66 |
kN |
- należy zaprojektować zbrojenie na ścinanie |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Pominięto wpływ prętów ukośnych dla uzyskania bardziej niekorzystnych warunków. |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| ctgq= |
2,00 |
|
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|
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| z= |
64,08 |
cm |
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|
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|
|
| u= |
0,55 |
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|
|
|
|
|
| VRd2= |
658,63 |
kN |
> |
Vsd= |
250,99 |
kN |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Założono zbrojenie w postaci strzemion : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| odcinek, na którym konieczne będzie zastosowanie zbrojenia lf - odległość między podporą, a żebrem w świetle |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
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|
|
|
|
|
|
| lf= |
2,00 |
m |
|
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|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
| Przyjęto zbrojenie w postaci strzemion dwuramiennych ze stali St0S. |
|
|
|
|
|
|
|
f= |
10 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| fyk= |
22,0 |
kN/cm2 |
|
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|
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|
|
| Asw1= |
1,57 |
cm2 |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Zalożono, że srrzemiona przeniasą siłę tnącą. |
|
|
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|
|
|
|
|
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|
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|
|
|
|
|
|
|
| ilość strzemion : |
|
|
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|
|
|
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|
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|
|
| s1= |
15,239 |
cm |
|
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|
|
| VRd3= |
VSd= |
250,99 |
kN |
|
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|
|
| s1max1= |
53,40 |
cm |
|
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|
|
| s1max2= |
25,00 |
cm |
|
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|
|
|
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|
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|
|
|
|
|
|
| Stopień zbrojenia strzemionami : |
|
|
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|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
| r1,min= |
0,003 |
|
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|
|
|
|
|
|
| s1max= |
16,26 |
cm |
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
| Sprawdzenie rozstawu strzemion |
|
|
|
|
|
|
|
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|
|
|
|
|
|
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|
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|
|
|
|
|
|
| s1= |
15,24 |
cm |
=> |
przyjęto rozstaw s1= |
|
14,0 |
cm |
|
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|
|
| Sprawdzenie nośności na ścinanie dla części między żebrami środkowymi. |
|
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|
|
|
|
|
| rl= |
0,005 |
|
|
|
|
|
|
|
|
|
|
|
|
|
| rcp= |
0,00 |
- ponieważ nie występują naprężenia od siły sprężającej |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| k= |
0,89 |
- przyjęto do obliczeń |
|
|
k= |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Maksymalna siła poprzeczna między żebrami środkowymi : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Vsd= |
19,93 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| VRd1= |
123,66 |
kN |
|
|
|
|
|
|
|
|
|
|
|
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| Vsd= |
19,93 |
kN |
< |
VRd1= |
123,66 |
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= |
53,40 |
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| s2max= |
25,00 |
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| Przyjeto rozstaw między strzemionami konstrukcyjnymi : |
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s= |
25,0 |
cm |
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| Sprawdzenie nośności zbrojenia podłużnego |
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| - sprawdzenie zbrojenia dolnego nad podporą A : |
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| Msd= |
71,10 |
kNm |
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| z= |
64,08 |
cm |
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| Vsd= |
211,13 |
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= |
322,09 |
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= |
322,09 |
kN |
< |
FR1d= |
475,01 |
kN |
|
- warunek spełniony |
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|
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|
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| - sprawdzenie zbrojenia górnego nad podporą A : |
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| Msd= |
250,10 |
kNm |
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| z= |
64,08 |
cm |
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| Ftg= |
Msd/z |
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|
| Ftg= |
390,29 |
kN |
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| Maksymalna siła rozciągająca |
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| A11g= |
12,06 |
cm2 |
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| FR1g= |
422,23 |
kN |
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|
| Ftg= |
390,29 |
kN |
< |
FR1g= |
422,23 |
kN |
|
- warunek spełniony |
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|
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|
|
|
|
| - sprawdzenie zbrojenia dolnego nad podporą B : |
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| Vsd= |
250,99 |
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= |
250,99 |
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= |
250,99 |
kN |
< |
FR1d= |
475,01 |
kN |
|
- warunek spełniony |
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|
|
|
|
|
|
| - sprawdzenie zbrojenia górnego nad podporą B : |
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|
| Msd= |
335,60 |
kNm |
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| z= |
64,08 |
cm |
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|
| Ftg= |
Msd/z |
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|
| Ftg= |
523,72 |
kN |
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|
| Maksymalna siła rozciągająca |
|
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|
| A11g= |
16,08 |
cm2 |
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|
| FR1g= |
562,97 |
kN |
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|
|
| Ftg= |
523,72 |
kN |
< |
FR1g= |
562,97 |
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 |
|
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|
|
| Fcd= |
211,13 |
kN |
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|
| As,req,min= |
4,07 |
cm2 |
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|
| As,req= |
6,03 |
cm2 |
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|
| As,req,min= |
4,07 |
cm2 |
> |
As,req= |
6,03 |
cm2 |
|
- warunek spełniony |
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|
| As,prov= |
13,57 |
cm2 |
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|
| Podstawowa długość zakotwienia lb |
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|
| lb= |
91,30 |
cm |
|
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|
|
| lbd= |
40,58 |
cm |
=> |
przyjęto |
lbd= |
41,0 |
cm |
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|
|
| lb,min= |
27,39 |
cm |
< |
ldb= |
41,00 |
cm |
|
- warunek spełniony |
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|
|
|
|
|
|
|
|
| - podpora skrajna A - górą |
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|
| aa= |
1,00 |
|
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|
|
| Msd= |
250,1 |
kN |
|
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|
|
| As,req,min= |
4,07 |
cm2 |
|
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|
|
| As,req= |
11,15 |
cm2 |
|
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|
|
|
|
| As,req,min= |
4,07 |
cm2 |
> |
As,req= |
11,15 |
cm2 |
|
- warunek spełniony |
|
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|
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|
|
| As,prov= |
12,06 |
cm2 |
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|
|
|
|
|
|
| Podstawowa długość zakotwienia lb |
|
|
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|
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|
|
|
|
|
|
| lb= |
60,87 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| lbd= |
56,27 |
cm |
=> |
przyjęto |
lbd= |
57,0 |
cm |
|
|
|
|
|
|
|
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|
|
|
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|
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|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| lb,min= |
18,26 |
cm |
< |
ldb= |
57,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| - podpora środkowa B - dołem |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
|
|
|
| Fcd= |
250,99 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As,req,min= |
4,07 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
| As,req= |
7,17 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As,req,min= |
4,07 |
cm2 |
> |
As,req= |
7,17 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As,prov= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
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|
|
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|
|
|
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|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| lb= |
91,30 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| lbd= |
48,24 |
cm |
=> |
przyjęto |
lbd= |
49,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| lb,min= |
27,39 |
cm |
< |
ldb= |
49,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
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|
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|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| - podpora środkowa B - górą |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| aa= |
1,00 |
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msd= |
335,6 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As,req,min= |
4,07 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
| As,req= |
14,96 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
| As,req,min= |
4,07 |
cm2 |
> |
As,req= |
14,96 |
cm2 |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As,prov= |
16,08 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Podstawowa długość zakotwienia lb |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
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|
|
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|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| lb= |
60,87 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| lbd= |
56,63 |
cm |
=> |
przyjęto |
lbd= |
57,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| lb,min= |
18,26 |
cm |
< |
ldb= |
57,00 |
cm |
|
- warunek spełniony |
|
|
|
|
|
|
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|
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|
|
|
|
|
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|
|
|
|
|
|
|
| Rysy prostopadłe |
|
|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| - nad podporą skrajną A |
|
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|
|
|
| As1= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
| As2= |
12,06 |
cm2 |
|
16,08 |
|
|
|
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|
|
|
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|
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|
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|
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|
|
|
| d= |
71,2 |
cm |
|
|
|
|
|
|
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|
|
|
|
|
| bw= |
35 |
cm |
|
|
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|
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|
|
|
|
|
| h= |
75 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| hp= |
65 |
cm |
|
|
|
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|
|
|
|
|
|
|
|
| hf= |
10 |
cm |
|
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|
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|
|
|
|
|
| Ecm= |
30 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
| Es= |
200 |
GPa |
|
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|
|
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|
|
| Wyznaczenie końcowego współczynnika pełzania betonu |
|
|
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|
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|
|
| h0= |
2Ac/h |
|
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|
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
| h= |
165,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| Ac= |
2625,0 |
cm2 |
|
|
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|
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|
|
|
| h0= |
31,8 |
cm |
|
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|
|
| Założono |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| RH= |
50 |
% |
- względna wilgotność powietrza |
|
|
|
|
|
|
|
|
|
|
|
| t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| dla h0= |
31,8 |
cm |
=> |
f(v,t0)= |
2,81 |
|
(na podstawie Tablicy A.1 normy) |
|
|
|
|
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|
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|
|
|
|
|
|
|
|
| Eceff= |
7,87 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
| aef= |
25,42 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
| Moment nad podporą A |
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msd= |
250,1 |
kNm |
- wartośc obliczeniowa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| gf= |
1,2 |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msk= |
208,42 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
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|
|
|
|
|
|
| Szerokość rys prostopadłych do elementu : |
|
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|
|
|
|
|
|
| Wk= |
b*Srm*esm |
|
|
|
|
|
|
|
|
|
|
|
|
|
| b= |
1,3 |
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
| Srm |
- średni końcowy rostaw rys |
|
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|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
| f= |
24 |
mm |
- średnica prętów zbrojenia |
|
|
|
|
|
|
|
|
|
|
|
| k1= |
0,8 |
|
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
|
|
|
| k2= |
0,5 |
|
- rozstaw trójkątny |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| r1= |
0,0054 |
|
|
|
|
|
|
|
|
|
|
|
|
|
| r2= |
0,0054 |
|
|
|
|
|
|
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|
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|
|
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|
|
|
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|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
| x||= |
0,369 |
m |
|
a1=a2= |
0,04 |
m |
|
|
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|
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|
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|
|
|
|
|
|
|
|
| hcteff= |
100,0 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
| Acteff= |
350,0 |
cm2 |
- pole przekroju strefy rozciąganej |
|
|
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|
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|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| rr= |
0,039 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
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|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
| Srm= |
111,89 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
| Wartość średniego odkształcenia zbrojenia rozciąganego |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| b1= |
1,0 |
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
|
|
|
|
| b2= |
0,5 |
- przy obciążeniu długotrwałym |
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Wc= |
32812,50 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Mcr= |
72,19 |
kNm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| ss= |
260,71 |
MPa |
|
90,2983993176373 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| esm= |
0,00130 |
|
0,001225338695519 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Wk= |
0,190 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
- dla klasy ekspozycji XC1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| - nad podporą środkową B |
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
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|
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|
|
|
| As1= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
| As2= |
16,08 |
cm2 |
|
0,00 |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| d= |
69,00 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| bw= |
35 |
cm |
|
|
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|
|
|
|
|
|
|
|
|
| h= |
75 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| hp= |
65 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| hf= |
10 |
cm |
|
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|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
| Ecm= |
30 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
| Es= |
200 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
| Wyznaczenie końcowego współczynnika pełzania betonu |
|
|
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|
|
|
|
|
|
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|
|
|
|
|
| h0= |
2Ac/h |
|
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|
|
|
|
|
|
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|
|
|
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|
|
|
|
|
|
| h= |
165,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| Ac= |
2625 |
cm2 |
|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
| h0= |
31,8 |
cm |
|
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|
|
| Założono |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| RH= |
50 |
% |
- względna wilgotność powietrza |
|
|
|
|
|
|
|
|
|
|
|
| t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
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|
|
|
|
|
|
|
|
| dla h0= |
31,8 |
cm |
=> |
f(v,t0)= |
2,81 |
|
(na podstawie Tablicy A.1 normy) |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Eceff= |
7,87 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
| aef= |
25,42 |
|
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|
|
| Moment nad podporą B |
|
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|
|
|
|
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|
|
|
|
|
|
|
|
| Msd= |
335,6 |
kNm |
- wartośc obliczeniowa |
|
|
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|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
| gf= |
1,2 |
|
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|
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|
|
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|
|
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|
|
|
|
|
|
|
|
| Msk= |
279,67 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
| Szerokość rys prostopadłych do elementu : |
|
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|
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|
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|
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|
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|
|
| Wk= |
b*Srm*esm |
|
|
|
|
|
|
|
|
|
|
|
|
|
| b= |
1,3 |
|
|
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|
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|
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|
|
|
|
|
| Srm |
- średni końcowy rostaw rys |
|
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|
|
|
|
|
|
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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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|
|
| r1= |
0,0056 |
|
|
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|
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|
|
| r2= |
0,0056 |
|
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|
|
| x||= |
0,362 |
m |
|
a1=a2= |
0,04 |
m |
|
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|
|
| hcteff= |
100,0 |
mm |
|
|
|
|
|
|
|
|
|
|
|
|
| Acteff= |
350,0 |
cm2 |
- pole przekroju strefy rozciąganej |
|
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|
|
|
|
|
|
| rr= |
0,039 |
|
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|
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|
|
|
| Srm= |
111,89 |
mm |
|
|
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|
|
|
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|
|
|
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|
|
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|
|
|
| Wartość średniego odkształcenia zbrojenia rozciąganego |
|
|
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|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| b1= |
1,0 |
- dla prętów żebrowanych |
|
|
|
|
|
|
|
|
|
|
|
|
| b2= |
0,5 |
- przy obciążeniu długotrwałym |
|
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|
|
|
|
|
| Wc= |
32812,50 |
cm3 |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Mcr= |
72,19 |
kNm |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| ss= |
361,94 |
MPa |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| esm= |
0,00181 |
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Wk= |
0,263 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
|
|
|
|
|
|
|
|
|
|
|
- dla klasy ekspozycji XC1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| - w przęśle |
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| As1= |
13,57 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
#REF! |
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| d= |
71,20 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| bw= |
35 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| h= |
75 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| hp= |
65 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| hf= |
10 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| beff= |
1,096 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Ecm= |
30 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
| Es= |
200 |
GPa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Wyznaczenie końcowego współczynnika pełzania betonu |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| h0= |
2Ac/m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| m= |
165,0 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
| Ac= |
3371,00 |
cm2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| h0= |
40,9 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Założono |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| RH= |
50 |
% |
- względna wilgotność powietrza |
|
|
|
|
|
|
|
|
|
|
|
| t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| dla h0= |
40,9 |
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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|
|
|
|
|
|
|
|
|
|
|
| act= |
24,75 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Moment maksymalny w przęśle |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msd= |
201,5 |
kNm |
- wartośc obliczeniowa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| gf= |
1,2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Msk= |
167,92 |
kNm |
- wartośc charakterystyczna |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Szerokość rys prostopadłych do elementu : |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Wk= |
b*Srm*esm |
|
|
|
|
|
|
|
|
|
|
|
|
|
| b= |
1,3 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
| Srm |
- średni końcowy rostaw rys |
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| f= |
24 |
mm |
- średnica prętów zbrojenia |
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| k1= |
0,8 |
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- dla prętów żebrowanych |
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| k2= |
0,5 |
|
- rozstaw trójkątny |
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| r1= |
0,0054 |
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| r2= |
0,0054 |
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| D= |
5355454,24 |
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| x||= |
18,05 |
cm |
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a1=a2= |
0,04 |
m |
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| x||= |
18,05 |
cm |
> |
hf= |
10 |
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- przekrój pracuje jako teowy |
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| a= |
17,5 |
cm |
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| b= |
1081,91 |
cm2 |
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| c= |
-27647,05 |
cm3 |
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| D= |
3105830,11210771 |
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| x||= |
19,44 |
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= |
17570,14 |
cm3 |
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| Mcr= |
38,65 |
kNm |
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| ss= |
191,17 |
MPa |
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| esm= |
0,00096 |
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| Wk= |
0,139 |
mm |
< |
wlim= |
0,3 |
mm |
|
- 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= |
211,13 |
kN |
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| gf= |
1,2 |
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| Vsk= |
175,94 |
kN |
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| Zbrojenie strzemionami dwuramiennymi |
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| S1= |
18,117 |
cm |
|
21,7398866343882 |
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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= |
0,706 |
MPa |
|
f= |
10 |
h1= |
1 |
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| rw= |
0,0025 |
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| l= |
1,35 |
m |
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| Wk= |
0,271 |
mm |
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| Wk= |
0,271 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
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|
- dla klasy ekspozycji XC1 |
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| - dla podpory B |
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| Vsd= |
250,99 |
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| gf= |
1,2 |
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| Vsk= |
209,2 |
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| S1= |
15,239 |
cm |
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| Asw1= |
1,57 |
cm2 |
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| Rozwarcie rys |
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| MPa |
|
f= |
10 |
h1= |
1 |
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| rw= |
0,0029 |
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| Wk= |
0,271 |
mm |
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|
| Wk= |
0,271 |
mm |
< |
wlim= |
0,3 |
mm |
|
- warunek spełniony |
|
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|
|
|
- dla klasy ekspozycji XC1 |
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| SŁUP |
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| hs= |
35 |
cm |
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| bs= |
35 |
cm |
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| H= |
520 |
cm |
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|
| wyznaczenie dlugosci obliczeniowej: |
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| lcd= |
5,2 |
m |
|
14,8571428571429 |
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| Moment bezwladnosci dla rygla: |
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|
Moment bezwladnosci słupa: |
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| Ib= |
1230468,75 |
cm3 |
|
Ic= |
125052,08 |
cm3 |
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| dla ukladu o wezlach przesuwnych: |
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| k= |
0,12 |
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| l0= |
14,75 |
m |
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| Przekrój A-A |
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| l0= |
14,75 |
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| l= |
42,13 |
> |
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= |
26,82 |
cm |
- mimośród konstrukcyjny |
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| ee= |
7,21 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
5,86 |
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- warunek spełniony |
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| Mimośród początkowy : |
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| e0= |
28,12 |
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= |
17,50 |
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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= |
17,5 |
cm |
=> |
f(v,t0)= |
2,97 |
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| Nsdit= |
Nsd= |
194,1 |
kN |
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|
0,803428571428571 |
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| k1t= |
2,486 |
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| e0/hs= |
0,80 |
> |
wartości max. : |
|
e0/hs= |
-0,05 |
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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= |
16 |
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| cnom= |
20 |
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| a1=a2= |
3,8 |
cm |
28 |
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| Is= |
3448,80375 |
cm4 |
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| a1= |
6,67 |
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lo= |
1033,63 |
1474,68219061023 |
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ecm= |
30 |
30 |
| Ncrit= |
689,761442442699 |
kN |
= |
0,00 |
MN |
|
|
689,761442442699 |
kN |
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ic= |
213333 |
125052,08 |
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kit= |
2,216 |
2,486 |
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v= |
1,08 |
0,80 |
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es= |
200 |
200 |
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js= |
5902 |
3448,80375 |
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| h= |
1,39160 |
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| etot= |
39,14 |
cm |
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| Obliczenie potrzebnego zbrojenia |
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| Zbrojenie ściskane |
|
As2 |
|
d= |
31,2 |
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|
xeff= |
0,134 |
< |
0,53 |
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| es1= |
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|
zakladam sciskanie z duzym mimosrodem |
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es1= |
52,84 |
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| M= |
102,55 |
kNm |
|
As= |
4,80218765163821 |
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| Założono duży mimośród => |
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|
xeff=xeff.lim |
Przyjeto |
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|
4 |
f |
16 |
-> As1= |
8,04 |
cm2 |
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| xeff.lim= |
xeff.lim*d= |
16,536 |
cm |
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|
rs= |
0,014729811709139 |
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|
zalozony stopien zbrojenia |
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|
r= |
0,015 |
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| M1= |
176,52 |
kNm |
|
sumaryczne zbrojenie |
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As= |
16,0849543863797 |
cm2 |
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| M2= |
-73,96 |
kNm |
|
Minimalne pole zbrojenia dla elementu sciskanego |
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| Potrzebne zbrojenie : |
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As,min= |
0,83 |
cm2 |
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|
As,min2= |
3,68 |
cm2 |
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| As2= |
-6,77 |
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= |
16,45 |
cm2 |
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przyjęto : |
|
6 |
f |
20 |
-> As1= |
18,85 |
cm2 |
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| Stopień zbrojenia : |
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| rl= |
0,019 |
|
należy założyć nowy stopień zbrojenia początkowego |
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| Przekrój B-B |
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| > |
7 |
(dla przekroju prostokątnego) |
|
|
|
- warunek spełniony |
|
|
|
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|
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|
|
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|
|
| Nośność slupa należy sprawdzić z uwzględnieniem smukości i wpywem obciążeń dlugotrwaych |
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| ea= |
1,17 |
cm |
- niezamierzony mimośród przypadkowy |
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| cm |
- mimośród konstrukcyjny |
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|
| ee= |
7,21 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
5,86 |
|
|
|
- warunek spełniony |
|
|
|
|
|
|
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| Mimośród początkowy : |
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| e0= |
7,36 |
cm |
|
7,25 |
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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= |
17,50 |
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| Założono |
|
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|
| RH= |
50 |
% |
- względna wilgotność powietrza |
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|
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| t0= |
28 |
dni |
- wiek betonu w chwili obciążenia |
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| dla h0= |
17,5 |
cm |
=> |
f(v,t0)= |
2,97 |
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| Nsdit= |
Nsd= |
194,1 |
kN |
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| k1t= |
2,486 |
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| e0/hs= |
0,21 |
> |
wartości max. : |
|
e0/hs= |
-0,05 |
|
- 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= |
20 |
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| cnom= |
20 |
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| a1=a2= |
4,0 |
cm |
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| Is= |
3348,84375 |
cm4 |
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| a1= |
6,67 |
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| etot= |
13,51 |
cm |
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| Obliczenie potrzebnego zbrojenia |
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| Zbrojenie ściskane |
|
As2 |
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| es1= |
27,01 |
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| M= |
52,42 |
kNm |
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| Założono duży mimośród => |
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|
xeff=xeff.lim |
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| xeff.lim= |
xeff.lim*d= |
16,43 |
cm |
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| M1= |
174,26 |
kNm |
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| M2= |
-121,84 |
kNm |
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| Potrzebne zbrojenie : |
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| As2= |
-11,23 |
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= |
16,31 |
cm2 |
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|
przyjęto : |
|
6 |
f |
20 |
-> As1= |
18,85 |
cm2 |
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| Stopień zbrojenia : |
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| rl= |
0,019 |
|
należy założyć nowy stopień zbrojenia początkowego |
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| Przekrój C-C |
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| l= |
42,13 |
> |
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= |
1,30 |
cm |
- niezamierzony mimośród przypadkowy |
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| Nsd= |
-430,60 |
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| ee= |
14,65 |
cm |
- mimośród konstrukcyjny |
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| ee= |
7,21 |
cm |
> |
Rolo:
Tu jest mimosrod dla wersji z pominieciem II rzedu
5,86 |
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|
|
- warunek spełniony |
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| Mimośród początkowy : |
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| e0= |
15,95 |
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= |
17,50 |
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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= |
17,5 |
cm |
=> |
f(v,t0)= |
2,97 |
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| Nsdit= |
|
194,1 |
kN |
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| k1t= |
1,670 |
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| e0/hs= |
0,46 |
> |
wartości max. : |
|
e0/hs= |
-0,05 |
|
- warunek spełniony |
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|
|
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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= |
16 |
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| cnom= |
20 |
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| a1=a2= |
3,8 |
cm |
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| Is= |
3448,80375 |
cm4 |
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| a1= |
6,67 |
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|
lo= |
1033,63 |
1474,68219061023 |
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|
ecm= |
30 |
30 |
| Ncrit= |
689,762134797561 |
N |
= |
0,69 |
MN |
|
|
689,762134797561 |
kN |
|
|
ic= |
213333 |
125052,08 |
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|
kit= |
2,216 |
1,670 |
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|
v= |
1,08 |
0,46 |
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|
es= |
200 |
200 |
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|
js= |
5902 |
3448,80375 |
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| h= |
1,39160 |
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| etot= |
22,20 |
cm |
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|
|
| Obliczenie potrzebnego zbrojenia |
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|
|
| Zbrojenie ściskane |
|
As2 |
|
d= |
31,2 |
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xeff= |
0,134 |
< |
0,53 |
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zakladam sciskanie z duzym mimosrodem |
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| es1= |
35,90 |
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es1= |
35,90 |
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| kNm |
|
As= |
1,37467860467946 |
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| M= |
69,68 |
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xeff=xeff.lim |
Przyjeto |
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| Założono duży mimośród => |
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4 |
f |
16 |
-> As1= |
8,04 |
cm2 |
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18,55 |
cm |
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| xeff.lim= |
xeff.lim*d= |
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rs= |
0,014729811709139 |
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zalozony stopien zbrojenia |
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| r= |
0,015 |
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| M1= |
0,00 |
kNm |
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sumaryczne zbrojenie |
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As= |
16,0849543863797 |
cm2 |
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| M2= |
69,68 |
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kNm |
|
Minimalne pole zbrojenia dla elementu sciskanego |
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| Potrzebne zbrojenie : |
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As,min= |
0,83 |
cm2 |
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As,min2= |
3,68 |
cm2 |
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| As2= |
6,38 |
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= |
0,84 |
cm2 |
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przyjęto : |
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1 |
f |
20 |
-> As1= |
3,14 |
cm2 |
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| Stopień zbrojenia : |
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| rl= |
0,006 |
|
należy założyć nowy stopień zbrojenia początkowego |
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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 |
|
6 |
f |
20 |
2 |
f |
16 |
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B-B |
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6 |
f |
20 |
2 |
f |
16 |
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C-C |
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1 |
f |
20 |
2 |
f |
16 |
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| Przyjęto zbrojenie dla słupa : |
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As1= |
6 |
f |
20 |
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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= |
30,0 |
cm |
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| max2= |
35,0 |
cm |
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| max3= |
40,0 |
cm |
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| przyjęto : |
18 |
strzemion w rozstawie co |
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29,0 |
cm |
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| Połączenie słupa z fundamentem |
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| Nromalna siła w słupie |
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Nsd= |
430,6 |
kN |
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| Siła pozioma |
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H= |
34,7 |
kN |
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| Siłę ściskającą całkowicie przeniesie zbrojenie podłużne |
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| As= |
12,30 |
cm2 |
=> |
4 |
f |
20 |
-> As1= |
12,57 |
cm2 |
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| Długość zakotwienia : |
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| lb= |
76,1 |
cm |
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| aa= |
1,0 |
(dla prętów prostych) |
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| Areq= |
12,30 |
cm2 |
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| Aprov= |
12,57 |
cm2 |
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| lb,min= |
45,7 |
cm |
|
- dla prętów ściskanych |
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| lbd= |
74,5 |
cm |
> |
lb,min= |
45,7 |
cm |
|
- warunek spełniony |
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| przyjęto : |
lbd= |
74,0 |
cm |
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| Strzemiona |
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| z= |
120,57 |
- siła rozwarstwiająca |
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| Asw= |
6,35 |
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= |
8,7 |
cm |
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=> |
przyjęto |
s1= |
8,0 |
cm |
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| Docisk słupa |
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| Nsd= |
430,6 |
kN |
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| su,min= |
su,max= |
0 |
kN/cm2 |
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| au= |
0,67 |
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| Ac0= |
1225,0 |
cm2 |
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| Ac1= |
1225,0 |
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= |
906,50 |
kN |
> |
Nsd= |
430,6 |
kN |
|
- warunek spełniony |
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| Stopa fundamentowa |
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| Założono stopę o wymiarach : |
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| BxL= |
240 |
x |
240 |
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= |
102,14 |
kN/m2 |
< |
sgr= |
120 |
kN/m2 |
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Atrapezu= |
13643,75 |
cm2 |
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Atrapezu= |
13643,75 |
Rolo:
tu sa wielkosci otulenia i trapezow stopy
cm2 |
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| Wymiarowanie wsporników metodą wsporników wydzielonych : |
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| Ma= |
92,11 |
kNm |
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| As1a= |
0,000738 |
m2 |
= |
7,38 |
cm2 |
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| As1b= |
0,000738 |
m2 |
= |
7,38 |
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= |
0,001354 |
m2 |
= |
13,54 |
cm2 |
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| As1b= |
0,001354 |
m2 |
= |
13,54 |
cm2 |
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| Przyjęto : |
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| As1a : |
10 |
f |
12 |
-> As1= |
11,31 |
cm2 |
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| As1a : |
17 |
f |
12 |
-> As1= |
19,23 |
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= |
1 |
cm |
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| A= |
11537,75 |
cm2 |
Wodzian:
wysokosc trapezaaaa
66,5 |
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| d= |
36,0 |
cm |
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| sgr*A= |
117,85 |
kN/m2 |
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| fctd= |
1,0 |
MPa |
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| Nrd= |
255,6 |
kN |
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| sgr*A= |
117,85 |
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 |
69,21 |
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17,3035123666826 |
13,6562653975499 |
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3 |
6,03 |
-5,66777601887789 |
123,84 |
|
30,9597777642324 |
13,3903055315837 |
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4 |
8,04 |
-4,15603218557153 |
177,40 |
|
44,3500832958161 |
13,1243456656175 |
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5 |
10,05 |
-2,64428835226516 |
229,90 |
|
57,4744289614336 |
12,8583857996513 |
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6 |
12,06 |
-1,13254451895879 |
281,33 |
|
70,3328147610849 |
12,5924259336851 |
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7 |
14,07 |
0,379199314347575 |
331,70 |
|
82,92524069477 |
12,3264660677189 |
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8 |
16,08 |
1,89094314765394 |
381,01 |
|
95,2517067624889 |
-95,2517067624889 |
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