Strop |
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Grubość ściany: |
0.29 |
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Wysokość kondygnacji: |
2.9 |
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Długość belki: |
5.96 |
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Wysokość stropu |
0.23 |
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2.1. Strop obciążony ciężarem własnym i obciążeniem użytkowym. |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
|
L |
qk |
yf |
q0 |
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|
1 |
Parkiet dębowy |
7 |
1 |
0.022 |
|
0.6 |
0.092 |
1.2 |
0.111 |
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2 |
Gładź cementowa |
21 |
1 |
0.035 |
|
0.6 |
0.441 |
1.3 |
0.573 |
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3 |
Styropian |
0.45 |
1 |
0.03 |
|
0.6 |
0.008 |
1.2 |
0.010 |
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4 |
Folia polietylenowa |
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5 |
Strop DZ-3 |
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1 |
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|
0.6 |
1.584 |
1.1 |
1.742 |
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6 |
Tynk cem.-wap. |
19 |
1 |
0.015 |
|
0.6 |
0.171 |
1.3 |
0.222 |
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7 |
Obciążenie użytkowe |
|
1 |
|
|
0.6 |
0.900 |
1.4 |
1.260 |
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SUMA: |
3.92 |
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Zebranie obciążeń na 1 belkę stropu: |
3.919 |
6.531 |
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L w świetle: |
5.710 |
m |
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c - oparcie na ścianie: |
0.125 |
m |
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L efektywne: |
5.835 |
m |
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Mmax= |
16.677 |
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Tmax= |
11.433 |
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2.2.Strop obciążony ciężarem własnym, obciążeniem użytkowym i ścianą działową prostopadłą do żebra. |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Parkiet dębowy |
7 |
1 |
0.022 |
|
0.6 |
0.092 |
1.2 |
0.111 |
|
|
2 |
Gładź cementowa |
21 |
1 |
0.035 |
|
0.6 |
0.441 |
1.3 |
0.573 |
|
|
3 |
Styropian |
0.45 |
1 |
0.03 |
|
0.6 |
0.008 |
1.2 |
0.010 |
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4 |
Folia polietylenowa |
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|
5 |
Strop DZ-3 |
|
1 |
|
|
0.6 |
1.584 |
1.1 |
1.742 |
|
|
6 |
Tynk cem.-wap. |
19 |
1 |
0.015 |
|
0.6 |
0.171 |
1.3 |
0.222 |
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|
7 |
Obciążenie użytkowe |
|
1 |
|
|
0.6 |
0.900 |
1.4 |
1.260 |
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SUMA: |
3.92 |
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ściana prostopadla |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Tynk |
19 |
2 |
2.58 |
0.015 |
0.60 |
0.882 |
1.3 |
1.147 |
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|
2 |
beton komorkowy |
9 |
1 |
2.67 |
0.06 |
0.60 |
0.865 |
1.2 |
1.038 |
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SUMA: |
2.185 |
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Mmax= |
19.820 |
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Tmax= |
12.540 |
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2.3.Strop obciążony ciężarem własnym, obciążeniem użytkowym i ścianą działową równoległą do żebra. |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
|
1 |
Parkiet dębowy |
7 |
2 |
0.022 |
|
0.33 |
0.102 |
1.2 |
0.122 |
|
|
2 |
Gładź cementowa |
21 |
2 |
0.035 |
|
0.33 |
0.485 |
1.3 |
0.631 |
|
|
3 |
Styropian |
0.45 |
2 |
0.03 |
|
0.33 |
0.009 |
1.2 |
0.011 |
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|
4 |
Folia polietylenowa |
|
|
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|
0.000 |
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|
5 |
Strop DZ-3 |
|
1 |
|
|
0.66 |
1.742 |
1.1 |
1.917 |
|
|
6 |
Żebro poszerzone |
25 |
1 |
0.23 |
|
0.12 |
0.690 |
1.1 |
0.759 |
|
|
7 |
Tynk cem.-wap. |
19 |
1 |
0.015 |
|
0.72 |
0.205 |
1.3 |
0.267 |
|
8 |
Obciążenie użytkowe |
|
1 |
1.5 |
|
0.66 |
0.660 |
1.4 |
0.924 |
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|
SUMA |
4.63 |
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|
Sciana rownolegla |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Tynk |
19 |
2 |
2.58 |
0.015 |
|
1.471 |
1.3 |
1.912 |
|
|
2 |
beton komorkowy |
9 |
1 |
2.67 |
0.06 |
|
1.442 |
1.2 |
1.730 |
|
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|
SUMA: |
3.642 |
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|
Zebranie obciążeń na 1 belkę stropu: |
4.630 |
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|
L w świetle: |
2.410 |
m |
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|
c - oparcie na ścianie: |
0.125 |
m |
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|
L efektywne: |
2.535 |
m |
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|
Mmax= |
6.670 |
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Tmax= |
10.500 |
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2.4.Strop obciążony ciężarem własnym, obciążeniem użytkowym i ścianą działową równoległą i ścianą prostopadłą do żebra |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
|
|
|
|
|
|
|
1 |
Parkiet dębowy |
7 |
2 |
0.022 |
|
0.33 |
0.102 |
1.2 |
0.122 |
|
|
|
|
|
|
|
|
|
2 |
Gładź cementowa |
21 |
2 |
0.035 |
|
0.33 |
0.485 |
1.3 |
0.631 |
|
|
|
|
|
|
|
|
|
3 |
Styropian |
0.45 |
2 |
0.03 |
|
0.33 |
0.009 |
1.2 |
0.011 |
|
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|
4 |
Folia polietylenowa |
|
|
|
|
|
0.000 |
|
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|
|
5 |
Strop DZ-3 |
|
1 |
|
|
0.66 |
1.742 |
1.1 |
1.917 |
|
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|
6 |
Żebro poszerzone |
25 |
1 |
0.23 |
|
0.12 |
0.690 |
1.1 |
0.759 |
|
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|
|
7 |
Tynk cem.-wap. |
19 |
1 |
0.015 |
|
0.72 |
0.205 |
1.3 |
0.267 |
|
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|
8 |
Obciążenie użytkowe |
|
1 |
1.5 |
|
0.66 |
0.660 |
1.4 |
0.924 |
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|
SUMA |
4.63 |
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|
SCIANKA DZIALOWA ROWNOLEGLA |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Tynk |
19 |
2 |
2.58 |
0.015 |
|
1.471 |
1.3 |
1.912 |
|
|
2 |
beton komorkowy |
9 |
1 |
2.67 |
0.06 |
|
1.442 |
1.2 |
1.730 |
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|
SUMA: |
3.642 |
|
|
Scianka DZIALOWA PROSTOPADLA |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Tynk |
19 |
2 |
2.58 |
0.015 |
0.33 |
0.485 |
1.3 |
0.631 |
|
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|
2 |
beton komorkowy |
9 |
1 |
2.67 |
0.06 |
0.33 |
0.476 |
1.2 |
0.571 |
|
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|
SUMA: |
1.202 |
|
|
Ścianka działowa PROSTOPADŁA KIBEL |
|
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
1 |
Tynk |
19 |
2 |
2.58 |
0.015 |
0.72 |
1.059 |
1.3 |
1.376 |
|
|
|
2 |
sciana z silikatu |
12 |
1 |
2.67 |
0.12 |
0.72 |
2.768 |
1.2 |
3.322 |
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|
SUMA: |
4.698 |
|
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|
|
Zebranie obciążeń na 1 belkę stropu: |
4.630 |
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|
Mmax= |
33.300 |
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Tmax= |
23.470 |
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2.5.Obciążenie zastępcze od ścian działowych. |
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|
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
H (cm) |
grubość |
L |
qk |
yf |
q0 |
|
|
|
|
|
|
|
|
|
1 |
Tynk |
19 |
2 |
|
0.015 |
|
0.570 |
1.3 |
0.741 |
|
|
|
|
|
|
|
|
|
2 |
beton komorkowy |
9 |
1 |
|
0.06 |
|
0.540 |
1.2 |
0.648 |
|
|
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|
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|
|
|
|
|
|
|
|
|
SUMA: |
1.389 |
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|
|
|
|
1.110 |
|
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|
|
p(k) zastepcze (przyjete) |
|
0.75 |
kN/m2 |
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|
yf |
|
1.2 |
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|
h= |
2.67 |
1 |
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|
n= |
hdz/2,65 |
1.00754716981132 |
≈1 |
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|
P0 zastepcze |
|
0.9 |
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|
|
rozpietość obliczeniowa nadproza |
1.575 |
|
Zebranie obciazen na 1mb nadproza okiennego |
|
|
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|
|
obciazenie zastepcze |
|
|
0.9 |
|
|
|
|
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|
|
obciazenie obliczeniowe stropu |
|
|
6.53 |
|
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|
|
rozpietosc obliczeniowa stropu |
|
|
5.835 |
|
|
|
|
|
|
|
|
Ra=Rb |
|
|
21.7 |
13.006215 |
|
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|
NADPROŻE OKIENNE |
|
|
l.p. |
Nazwa obciazenia |
Ciężar |
|
|
|
|
qk |
yf |
q0 |
|
|
1 |
Mur |
13 |
0.29 |
0.88 |
|
|
3.318 |
1.2 |
3.981 |
|
|
2 |
Wieniec |
25 |
0.29 |
0.27 |
|
|
1.958 |
1.1 |
2.153 |
|
|
3 |
Wełna mineralna |
1.2 |
0.15 |
1.37 |
0.28 |
|
0.247 |
1.2 |
0.296 |
|
|
4 |
Tynk cem-wap |
19 |
1.4 |
0.29 |
2 |
0.015 |
0.895 |
1.3 |
1.163 |
|
|
5 |
Ciężar własny Kleina |
18 |
0.29 |
0.25 |
|
|
1.305 |
1.1 |
1.436 |
|
|
6 |
Obciazenie ze stropu |
|
|
|
|
|
|
|
21.7 |
|
|
|
|
|
|
|
|
|
|
|
30.71 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maksymalny moment przęsłowy |
|
9.52 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
l.p. |
Nazwa obciazenia |
Ciężar |
|
|
|
|
qk |
yf |
q0 |
|
|
1 |
Mur |
14 |
0.12 |
1.24 |
|
|
2.083 |
1.2 |
2.500 |
|
|
2 |
Ciężar własny L19 |
25 |
0.12 |
0.2 |
|
|
0.600 |
1.1 |
0.660 |
|
|
|
|
|
|
|
|
|
|
|
3.16 |
|
|
|
Maksymalny moment przęsłowy |
|
0.85 |
|
|
1.47 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
rozpietość obliczeniowa nadproza |
1.05 |
|
Zebranie obciazen na 1mb nadproza okiennego |
|
|
|
|
|
|
|
|
|
|
|
obciazenie zastepcze |
|
|
0.9 |
|
|
|
|
|
|
|
|
obciazenie obliczeniowe stropu |
|
|
6.53 |
|
|
|
|
|
|
|
|
rozpietosc obliczeniowa stropu |
|
|
5.835 |
3.435 |
|
|
|
|
|
|
|
|
|
|
21.68 |
12.76 |
|
|
216 |
|
|
|
|
|
|
|
Ra |
Rb |
|
|
|
|
NADPROŻE DRZWIOWE |
|
|
l.p. |
Nazwa obciazenia |
Ciężar |
|
|
|
|
qk |
yf |
q0 |
|
|
1 |
Mur |
2.5 |
|
0.27 |
|
|
0.675 |
1.2 |
0.810 |
|
|
2 |
Wieniec |
25 |
0.29 |
0.27 |
|
|
1.958 |
1.1 |
2.153 |
|
|
4 |
Tynk cem-wap |
19 |
0.51 |
0.51 |
0.29 |
0.015 |
0.373 |
1.3 |
0.485 |
|
|
5 |
Ciężar własny L19 |
18 |
0.29 |
0.25 |
|
|
1.305 |
1.1 |
1.436 |
|
|
6 |
Obciazenie ze stropu |
21.70 |
21.70 |
|
|
|
|
|
43.4 |
|
|
|
|
|
|
|
|
|
|
|
48.28 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Maksymalny moment przęsłowy |
|
6.65 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
#REF! |
|
ŚCIANA ZEWNĘTRZNA NOŚNA |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
N*1= |
9.89 |
kN |
|
|
heff |
= |
2.67 |
= |
0.0089 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
NW= |
2.15 |
kN |
|
ea= |
3 |
3 |
→ea= |
0.01 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Nspd= |
21.39 |
kN |
|
|
10 |
mm |
= |
0.010 |
m |
|
0.1 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Nsld= |
21.39 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Q= |
9.43 |
kN |
|
eNspd= |
0.4 |
* |
0.29 |
= |
0.116 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1.16 |
cm |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Zebranie obciazen pasma |
|
|
b= |
|
1m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
N*1 |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
2 |
Cegły |
18 |
|
0.25 |
1.59 |
7.155 |
1.2 |
8.586 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
4 |
wełna mineralna |
1.2 |
|
1.86 |
0.15 |
0.335 |
1.2 |
0.402 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
6 |
Śnieg |
0.8 |
1.5 |
0.56 |
0.9 |
0.605 |
1.5 |
0.91 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
SUMA |
9.89 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
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|
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|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
NW |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1 |
Wieniec |
25 |
0.29 |
0.27 |
|
1.958 |
1.1 |
2.153 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
SUMA |
2.15 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
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|
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|
|
|
|
|
|
|
|
|
Nspd |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Nspd= |
21.39 |
* |
1.66666666666667 |
= |
21.39 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
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|
|
|
|
|
|
PIWNICA |
|
|
|
|
|
|
|
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|
|
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|
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|
|
|
|
|
|
|
|
|
|
|
A1-1 =Am-m =A2-2 = |
|
|
|
|
|
|
ηA= |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
A1-1 =Am-m =A2-2 = |
|
|
|
|
|
|
ηA= |
1 |
|
0.29 |
* |
1m |
= |
0.29 |
→ |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
0.38 |
* |
1m |
= |
0.38 |
→ |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
fd= |
fk |
• η= |
4300 |
0.8 |
= |
1563.63636363636 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
fd= |
fk |
• η= |
2400 |
1 |
= |
1090.91 |
|
|
|
gm•ηA |
2.2 |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
gm•ηA |
2.2 |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
gm= |
2.2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
gm= |
2.2 |
|
|
|
|
|
|
|
|
|
|
|
ηA = |
1 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
ηA = |
1 |
|
|
|
|
|
|
|
|
|
|
|
fk = |
4.3 |
Mpa |
4300 |
kN/m2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
fk = |
2.4 |
Mpa |
2400 |
kN/m2 |
|
|
|
|
|
|
|
|
η = |
0.8 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
η = |
1 |
|
|
|
|
|
|
|
|
|
|
|
fm = |
15 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
fm = |
15 |
Mpa |
|
|
|
|
|
|
|
|
|
|
fb = |
10 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
fb = |
10 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Zebranie obciazen pasma |
|
|
b= |
|
1m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Q |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1 |
Mur MAX 220 |
2.5 |
|
|
2.63 |
6.575 |
1.2 |
7.890 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
wieniec |
25 |
0.53 |
0.27 |
1.1 |
3.94 |
|
2 |
Wełna mineralna |
1.2 |
0.15 |
|
2.63 |
0.473 |
1.2 |
0.568 |
|
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|
oslonowa |
14 |
0.12 |
8.6 |
1.2 |
17.34 |
|
3 |
Tynk |
19 |
|
0.015 |
2.63 |
0.750 |
1.3 |
0.974 |
|
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|
|
Nspd |
|
|
|
|
21.68 |
|
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|
|
|
|
|
|
SUMA |
9.43 |
|
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|
N2d0 |
|
|
|
|
109.39 |
|
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|
Q/2 = |
4.7162475 |
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|
N*1= |
9.89 |
kN |
|
|
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|
|
|
N1=N1d''+Q= |
42.87 |
kN |
|
|
|
|
|
|
N0=N1d'+Q= |
76.13 |
kN |
|
|
|
|
|
|
NP=N1d0+Q= |
109.39 |
kN |
|
Ciężar ściany w piwnicy: |
|
|
|
NW= |
2.15 |
kN |
|
|
|
|
|
|
|
NW= |
2.15 |
kN |
|
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|
|
|
|
NW= |
2.15 |
kN |
|
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|
|
|
NW= |
2.15 |
kN |
|
|
|
0.05 |
2.44 |
0.98 |
1.2 |
0.143472 |
|
|
|
Nspd= |
21.39 |
kN |
|
|
|
|
|
|
|
Nspd= |
21.68 |
kN |
|
|
|
|
|
|
Nspd= |
21.68 |
kN |
|
|
|
|
|
|
Nspd= |
21.68 |
kN |
|
|
19 |
0.015 |
2.44 |
2 |
1.2 |
1.66896 |
|
|
|
Q= |
9.43 |
kN |
|
|
|
|
|
|
|
Q= |
9.43 |
kN |
|
|
|
|
|
|
Q= |
9.43 |
kN |
|
|
|
|
|
|
Q= |
21.84 |
kN |
|
|
mur |
0.38 |
18 |
2.44 |
1.2 |
20.028 |
|
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
ea= |
0.01 |
m |
|
Q= |
21.84 |
[m] |
[kN/m3] |
h [m] |
yf |
21.84 |
|
|
|
eNspd= |
0.116 |
m |
|
|
|
|
|
|
|
eNspd= |
0.096 |
m |
|
|
|
|
|
|
eNspd= |
0.096 |
m |
|
|
|
|
|
|
eNspd= |
0.125 |
m |
|
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|
em po lewej |
|
3.7464868125 |
|
|
|
PIĘTRO II |
|
|
|
PIĘTRO I |
|
|
|
PARTER |
|
|
|
PIWNICA |
|
|
|
|
0.707869747500002 |
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
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|
N1d''= |
33.44 |
kN |
|
|
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|
|
|
|
N1d'= |
66.70 |
kN |
|
|
|
|
|
|
|
N1d0= |
99.96 |
kN |
|
|
|
|
|
|
|
N1dP= |
152.34 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
M1d''= |
2.56 |
kNm |
|
warunek NRd > N1d'' |
|
|
M1d'= |
2.74 |
kNm |
|
warunek NRd > N1d' |
|
|
M1d0= |
3.07 |
kNm |
|
warunek NRd > N1d0 |
|
|
M1dP= |
3.75 |
kNm |
|
warunek NRd > N1dP |
|
|
|
|
|
|
|
e1=M1d''/N1d''= |
0.077 |
m |
|
warunek spełniony |
|
|
e1=M1d'/N1d'= |
0.041 |
m |
|
warunek spełniony |
|
|
e1=M1d0/N1d0= |
0.031 |
m |
|
warunek spełniony |
|
|
e1=M1dP/N1dP= |
0.025 |
m |
|
warunek spełniony |
|
|
|
|
|
|
|
φ1=1-(2*e1)/t= |
0.471 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.717 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.788 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.871 |
|
|
|
|
|
|
|
|
|
NRd=φ1*fd*A1-1= |
213.61 |
kN |
|
213.61 |
> |
33.44 |
|
|
NRd=φ1*fd*A1-1= |
324.92 |
kN |
|
324.92 |
> |
66.70 |
|
|
NRd=φ1*fd*A1-1= |
357.28 |
kN |
|
357.28 |
> |
99.96 |
|
|
NRd=φ1*fd*A1-1= |
360.89 |
kN |
|
360.89 |
> |
152.34 |
|
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
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|
N2d''= |
42.87 |
kN |
|
|
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|
|
|
|
N2d'= |
76.13 |
kN |
|
|
|
|
|
|
|
N2d0= |
109.39 |
kN |
|
|
|
|
|
|
|
N2dP= |
174.18 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
M2d''= |
0.43 |
kNm |
|
warunek NRd > N2d'' |
|
|
M2d'= |
0.76 |
kNm |
|
warunek NRd > N2d' |
|
|
M2d0= |
1.09 |
kNm |
|
warunek NRd > N2d0 |
|
|
M2dP= |
1.74 |
kNm |
|
warunek NRd > N2dP |
|
|
|
|
|
|
|
e2=M2d''/N2d''= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2d'/N2d'= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2d0/N2d0= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2dP/N2dP= |
0.010 |
m |
|
warunek spełniony |
|
|
|
|
|
|
|
φ2=1-(2*e2)/t= |
0.931 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.931 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.931 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.947 |
|
|
|
|
|
|
|
|
|
NRd=φ2*fd*A2-2= |
422.18 |
kN |
|
422.18 |
> |
42.87 |
|
|
NRd=φ2*fd*A2-2= |
422.18 |
kN |
|
422.18 |
> |
76.13 |
|
|
NRd=φ2*fd*A2-2= |
422.18 |
kN |
|
422.18 |
> |
109.39 |
|
|
NRd=φ2*fd*A2-2= |
392.73 |
kN |
|
392.73 |
> |
174.18 |
|
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
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|
|
Nmd''= |
38.15 |
kN |
|
|
|
|
|
|
|
Nmd'= |
71.42 |
kN |
|
|
|
|
|
|
|
Nmd0= |
104.68 |
kN |
|
|
|
|
|
|
|
NmdP= |
163.26 |
kN |
|
|
|
|
|
cieza |
16.3 |
|
|
|
|
em=(0,6*M1d''+0,4*M2d'')/Nmd''= |
0.045 |
m |
|
warunek NRd > Nmd'' |
|
em=(0,6*M1d'+0,4*M2d')/Nmd'= |
0.027 |
m |
|
warunek NRd > Nmd' |
|
em=(0,6*M1d0+0,4*M2d0)/Nmd0= |
0.022 |
m |
|
warunek NRd > Nmd0 |
|
em=(Mm/Nm)= |
0.013 |
m |
2.12 |
warunek NRd > NmdP |
kąt |
34.5 |
|
|
|
|
|
em/t= |
0.155 |
|
|
warunek spełniony |
|
|
em/t= |
0.094 |
|
|
warunek spełniony |
|
|
em/t= |
0.075 |
|
|
warunek spełniony |
|
|
em/t= |
0.034 |
|
|
warunek spełniony |
tg= |
0.276807990707697 |
|
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
6.526 |
|
|
p1= |
1.66 |
|
|
|
|
|
ac,¥= |
700 |
|
|
276.61 |
> |
38.15 |
|
|
ac,¥= |
700 |
|
|
326.49 |
> |
71.42 |
|
|
ac,¥= |
700 |
|
|
349.16 |
> |
104.68 |
|
|
ac,¥= |
700 |
|
|
356.51 |
> |
163.26 |
p2= |
9.73 |
|
|
|
|
|
φm= |
0.61 |
|
|
|
|
|
|
|
|
φm= |
0.72 |
|
|
|
|
|
|
|
|
φm= |
0.77 |
|
|
|
|
|
|
|
|
φm= |
0.86 |
|
|
|
|
|
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
276.61 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
326.49 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
349.16 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
356.51 |
|
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|
szerokość odsadzki |
szerokość sciany piwnicznej |
szerokość fundamentu |
wysokość gruntu |
ciężar gruntu |
wspolczynniki bezpieczenstwa |
wysokosc syfu nad odsadzka wewnatrz |
ciezar syfu wewnątrz piwnicy |
wysokosc fundamentu |
ciężar żelbetu |
siła obciążająca naziom |
nośność gruntu |
współczynnik |
otulina |
p1 |
p2 |
N2d z piwnicy |
pasmo ściany |
b |
t |
B |
hgr |
ygr |
yf |
h3 |
yposadzki |
hf |
yzelbetu |
sila p |
QfNB |
m |
otulina |
p1 |
p2 |
N2dP |
bs |
0.41 |
0.38 |
1.2 |
1.49 |
16.3 |
1.2 |
0.2 |
20 |
0.3 |
24 |
5 |
250 |
0.81 |
0.06 |
1.66 |
9.73 |
174.18 |
1 |
|
|
|
|
|
1.1 |
|
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|
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|
|
|
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|
|
|
|
|
N1 |
= |
174.18 |
Adam:
1m/pasmo
1 |
r1 |
= |
0 |
|
N1*r1= |
0.00 |
|
|
|
|
|
|
|
|
N2 |
= |
11.95 |
|
r2 |
= |
-0.395 |
|
N2*r2= |
-4.72 |
|
|
|
|
żółty kolor oznacza, że trzeba samemu wpisać dane |
|
N3 |
= |
1.97 |
|
r3 |
= |
0.395 |
|
N3*r3= |
0.78 |
|
|
|
|
|
N4 |
= |
9.50 |
|
r4 |
= |
0 |
|
N4*r4= |
0.00 |
|
|
|
|
|
N5 |
= |
2.46 |
|
r5 |
= |
-0.395 |
|
N5*r5= |
-0.97 |
|
|
|
|
|
T |
= |
Adam:
Reakcja Ra z wykresu momentów zginających w piwnicy
4.26 |
1 |
fT |
= |
0.3 |
|
NT*rT= |
1.28 |
|
|
|
|
|
|
|
|
H |
= |
2.92 |
1 |
rH |
= |
0.15 |
|
NH*rH= |
0.44 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
∑N |
200.07 |
|
|
|
|
|
∑M0 |
-3.20 |
|
|
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|
|
e |
M0 |
= |
-3.20 |
= |
-0.016 |
m |
|
|
|
|
|
|
|
|
|
|
|
∑N |
200.07 |
warunek |e| < B/6 |
|
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|
|
warunek spełniony |
|
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|
|
0.016 |
< |
0.200 |
|
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|
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|
442 |
294 |
147 |
|
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|
|
FUNDAMENT BETONOWY |
Betony |
|
|
|
WARUNKI |
1. |
warunek σmin > 0 |
|
|
B20 |
1.9 |
Mpa |
|
|
|
|
warunek spełniony |
|
|
σa = |
170.94 |
B25 |
2.2 |
Mpa |
|
|
|
|
|
|
|
|
|
σśr2= |
175.49 |
B30 |
2.6 |
Mpa |
|
|
|
|
|
|
|
153.39 |
> |
0.00 |
|
|
Mpod |
14.75 |
B37 |
2.9 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
17.55 |
fctm= |
2.9 |
Mpa |
|
|
|
|
W= |
0.24 |
2. |
warunek σmax < m x QfNB x 1,2 |
|
|
warunek hf > 3,927* √Mpod/(1m*fctm) |
|
|
|
|
A= |
1.2 |
|
warunek spełniony |
|
|
warunek spełniony |
|
|
|
|
σmax |
180.05 |
|
|
|
|
|
|
|
σmin |
153.39 |
|
180.05 |
< |
243.00 |
|
|
0.30 |
> |
0.2808 |
|
|
|
|
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|
|
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|
|
|
|
166.72122375 |
|
3. |
warunek σśr < m x QfNB |
|
|
FUNDAMENT ŻELBETOWY |
Stal |
|
|
|
|
|
|
|
warunek spełniony |
|
|
A0 |
190 |
Mpa |
|
|
|
|
|
|
|
|
|
Mpod |
14.75 |
AI |
210 |
Mpa |
|
|
|
|
|
|
|
166.72 |
< |
202.50 |
|
|
d= |
0.24 |
AII |
310 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
As= |
0.000359413894693 |
AIII |
350 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
fctm= |
190 |
Mpa |
|
|
|
|
|
|
|
|
|
|
|
|
|
As= |
3.59 |
cm2 |
|
|
|
|
|
|
|
∅ |
|
|
|
|
|
|
|
|
|
ŚCIANA WEWNĘTRZNA NOŚNA |
|
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|
|
|
|
|
N*1= |
1.33 |
kN |
|
|
heff |
= |
2.67 |
= |
0.0089 |
m |
|
|
|
|
|
|
|
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|
|
|
|
|
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|
|
|
|
|
|
NW= |
2.15 |
kN |
|
ea= |
3 |
3 |
→ea= |
0.01 |
m |
|
|
|
|
|
|
|
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|
|
|
|
|
|
Nspd= |
21.39 |
kN |
|
|
10 |
mm |
= |
0.010 |
m |
|
0.1 |
cm |
|
|
|
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|
|
|
|
|
|
Nsld= |
21.39 |
kN |
|
|
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|
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|
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|
|
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|
|
Q= |
8.85 |
kN |
|
eNspd= |
0.4 |
* |
0.29 |
= |
0.116 |
m |
|
|
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|
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|
|
1.16 |
cm |
|
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|
|
Zebranie obciazen pasma |
|
|
b= |
|
1m |
|
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|
|
N*1 |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
|
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|
|
|
|
1 |
Papa |
0.1 |
2 |
0.29 |
|
0.058 |
1.2 |
0.070 |
|
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|
|
2 |
Gładz cementowa |
19 |
|
0.29 |
0.035 |
0.193 |
1.3 |
0.251 |
|
|
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|
|
3 |
keramzyt |
6 |
|
0.29 |
0.23 |
0.400 |
1.2 |
0.480 |
|
|
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|
|
|
|
4 |
wełna mineralna |
1.2 |
|
0.29 |
0.15 |
0.052 |
1.2 |
0.063 |
|
|
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|
6 |
Śnieg |
0.8 |
1.5 |
0.29 |
0.9 |
0.313 |
1.5 |
0.47 |
|
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|
|
|
|
|
|
SUMA |
1.33 |
|
|
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|
|
NW |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
|
|
|
|
|
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|
|
1 |
Wieniec |
25 |
0.29 |
0.27 |
|
1.958 |
1.1 |
2.153 |
|
|
|
|
|
|
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|
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|
|
|
|
|
|
|
|
SUMA |
2.15 |
|
|
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|
|
Nspd |
|
|
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|
|
|
|
|
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|
|
|
|
|
|
|
|
Nspd= |
21.39 |
* |
1.66666666666667 |
= |
35.65 |
|
|
|
|
|
|
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|
Nsld |
|
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|
|
|
|
Nsld= |
21.39 |
* |
1.66666666666667 |
= |
35.65 |
|
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|
|
A1-1 =Am-m =A2-2 = |
|
|
|
|
|
|
ηA= |
1 |
|
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|
0.29 |
* |
1m |
= |
0.29 |
→ |
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|
|
PIWNICA |
|
|
|
|
|
|
|
|
fd= |
fk |
• η= |
4300 |
0.8 |
= |
1563.63636363636 |
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
gm•ηA |
2.2 |
1 |
|
|
|
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|
|
|
A1-1 =Am-m =A2-2 = |
|
|
|
|
|
|
ηA= |
1.00 |
|
|
gm= |
2.2 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
|
|
|
|
0.25 |
* |
1m |
= |
0.25 |
→ |
|
|
ηA = |
1 |
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
|
fk = |
4.3 |
Mpa |
4300 |
kN/m2 |
|
|
|
|
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|
|
η = |
0.8 |
|
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|
|
|
|
|
|
fd= |
fk |
• η= |
2400 |
1 |
= |
1090.91 |
|
|
|
|
fm = |
15 |
Mpa |
|
|
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|
|
|
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|
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|
|
|
|
|
gm•ηA |
2.2 |
1.00 |
|
|
|
|
fb = |
10 |
Mpa |
|
|
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|
|
gm= |
2.2 |
|
|
|
|
|
|
|
|
|
|
|
Zebranie obciazen pasma |
|
|
b= |
|
1m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
ηA = |
1 |
|
|
|
|
|
|
|
|
|
|
Q |
l.p. |
Rodzaj obciążenia |
Ciężar |
Ile |
|
H (cm) |
qk |
yf |
q0 |
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|
|
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|
|
|
|
|
fk = |
2.4 |
Mpa |
2400 |
kN/m2 |
|
|
|
|
|
|
|
1 |
Mur MAX 220 |
2.5 |
|
|
2.63 |
6.575 |
1.2 |
7.890 |
|
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η = |
1 |
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|
2 |
Tynk |
19 |
2 |
0.015 |
2.58 |
0.735 |
1.3 |
0.956 |
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fm = |
15 |
Mpa |
|
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|
SUMA |
8.85 |
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fb = |
10 |
Mpa |
|
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Q/2 = |
4.422945 |
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|
|
N*1= |
1.33 |
kN |
|
|
|
|
|
|
|
N1=N1d''+Q= |
55.11 |
kN |
|
|
|
|
|
|
N0=N1d'+Q= |
109.46 |
kN |
|
|
|
|
|
|
NP=N1d0+Q= |
163.81 |
kN |
|
|
|
|
|
|
|
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|
|
NW= |
2.15 |
kN |
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|
|
NW= |
2.15 |
kN |
|
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|
|
NW= |
2.15 |
kN |
|
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|
|
NW= |
2.15 |
kN |
|
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|
|
Nspd= |
21.39 |
kN |
|
|
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|
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|
|
Nspd= |
21.68 |
kN |
|
|
|
|
|
|
Nspd= |
21.68 |
kN |
|
|
|
|
|
|
Nspd= |
21.68 |
kN |
|
Ciężar ściany w piwnicy: |
|
|
Nsld= |
21.39 |
kN |
|
|
|
|
|
|
|
Nsld= |
21.68 |
kN |
|
|
|
|
|
|
Nsld= |
21.68 |
kN |
|
|
|
|
|
|
Nsld= |
21.68 |
kN |
|
|
19 |
0.015 |
2.44 |
2 |
1.2 |
1.66896 |
|
|
Q= |
8.85 |
kN |
|
|
|
|
|
|
|
Q= |
8.85 |
kN |
|
|
|
|
|
|
Q= |
8.85 |
kN |
|
|
|
|
|
|
Q= |
14.84 |
kN |
|
|
mur |
0.25 |
18 |
2.44 |
1.2 |
13.176 |
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
ea= |
0.01 |
m |
|
|
|
|
|
|
ea= |
0.01 |
m |
|
Q= |
14.84 |
[m] |
[kN/m3] |
h [m] |
yf |
14.84 |
|
|
eNspd= |
0.116 |
m |
|
|
|
|
|
|
|
eNspd= |
0.096 |
m |
|
|
|
|
|
|
eNspd= |
0.096 |
m |
|
|
|
|
|
|
eNspd= |
0.083 |
m |
|
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|
PIĘTRO II |
|
|
|
PIĘTRO I |
|
|
|
PARTER |
|
|
|
PIWNICA |
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 1-1 |
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|
|
N1d''= |
46.26 |
kN |
|
|
|
|
|
|
|
N1d'= |
100.62 |
kN |
|
|
|
|
|
|
|
N1d0= |
154.97 |
kN |
|
|
|
|
|
|
209.32 |
N1dP= |
209.32 |
kN |
|
|
|
|
|
|
|
|
|
|
|
M1d''= |
0.46 |
kNm |
|
warunek NRd > N1d'' |
|
|
M1d'= |
1.01 |
kNm |
|
warunek NRd > N1d' |
|
|
M1d0= |
1.55 |
kNm |
|
warunek NRd > N1d0 |
|
|
M1dP= |
2.09 |
kNm |
|
warunek NRd > N1dP |
|
|
|
|
|
|
e1=M1d''/N1d''= |
0.010 |
m |
|
warunek spełniony |
|
|
e1=M1d'/N1d'= |
0.010 |
m |
|
warunek spełniony |
|
|
e1=M1d0/N1d0= |
0.010 |
m |
|
warunek spełniony |
|
|
e1=M1dP/N1dP= |
0.010 |
m |
|
warunek spełniony |
|
|
|
|
|
|
φ1=1-(2*e1)/t= |
0.931 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.931 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.931 |
|
|
|
|
φ1=1-(2*e1)/t= |
0.920 |
|
|
|
|
|
|
|
|
NRd=φ1*fd*A1-1= |
422.18 |
kN |
|
422.18 |
> |
46.26 |
|
|
NRd=φ1*fd*A1-1= |
422.18 |
kN |
|
422.18 |
> |
100.62 |
|
|
NRd=φ1*fd*A1-1= |
422.18 |
kN |
|
422.18 |
> |
154.97 |
|
|
NRd=φ1*fd*A1-1= |
250.91 |
kN |
|
250.91 |
> |
209.32 |
|
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU 2-2 |
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|
|
55.11 |
N2d''= |
55.11 |
kN |
|
|
|
|
|
|
109.46 |
N2d'= |
109.46 |
kN |
|
|
|
|
|
|
163.81 |
N2d0= |
163.81 |
kN |
|
|
|
|
|
|
224.17 |
N2dP= |
224.17 |
kN |
|
|
|
|
|
|
|
|
|
|
|
M2d''= |
0.55 |
kNm |
|
warunek NRd > N2d'' |
|
|
M2d'= |
1.09 |
kNm |
|
warunek NRd > N2d' |
|
|
M2d0= |
1.64 |
kNm |
|
warunek NRd > N2d0 |
|
|
M2dP= |
2.24 |
kNm |
|
warunek NRd > N2dP |
|
|
|
|
|
|
e2=M2d''/N2d''= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2d'/N2d'= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2d0/N2d0= |
0.010 |
m |
|
warunek spełniony |
|
|
e2=M2dP/N2dP= |
0.010 |
m |
|
warunek spełniony |
|
|
|
|
|
|
φ2=1-(2*e2)/t= |
0.999 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.931 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.931 |
|
|
|
|
φ2=1-(2*e2)/t= |
0.920 |
|
|
|
|
|
|
|
|
NRd=φ2*fd*A2-2= |
453.02 |
kN |
|
453.02 |
> |
55.11 |
|
|
NRd=φ2*fd*A2-2= |
422.18 |
kN |
|
422.18 |
> |
109.46 |
|
|
NRd=φ2*fd*A2-2= |
422.18 |
kN |
|
422.18 |
> |
163.81 |
|
|
NRd=φ2*fd*A2-2= |
250.91 |
kN |
|
250.91 |
> |
224.17 |
|
|
|
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|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
|
SPRAWDZENIE NOŚNOŚCI W PRZEKROJU m-m |
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|
|
Nmd''= |
50.69 |
kN |
|
|
|
|
|
|
|
Nmd'= |
105.04 |
kN |
|
|
|
|
|
|
|
Nmd0= |
159.39 |
kN |
|
|
|
|
|
|
|
NmdP= |
216.74 |
kN |
|
|
|
|
|
|
|
|
|
|
em=(0,6*M1d''+0,4*M2d'')/Nmd''= |
0.010 |
m |
|
warunek NRd > Nmd'' |
|
em=(0,6*M1d'+0,4*M2d')/Nmd'= |
0.010 |
m |
|
warunek NRd > Nmd' |
|
em=(0,6*M1d0+0,4*M2d0)/Nmd0= |
0.010 |
m |
|
warunek NRd > Nmd0 |
|
em=(0,6*M1dP+0,4*M2dP)/NmdP= |
0.010 |
m |
|
warunek NRd > NmdP |
|
|
|
|
|
|
em/t= |
0.034 |
|
|
warunek spełniony |
|
|
em/t= |
0.034 |
|
|
warunek spełniony |
|
|
em/t= |
0.034 |
|
|
warunek spełniony |
|
|
em/t= |
0.040 |
|
|
warunek spełniony |
|
|
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
9.207 |
|
|
|
|
heff/t= |
9.920 |
|
|
|
|
|
|
|
|
ac,¥= |
700 |
|
|
371.83 |
> |
50.69 |
|
|
ac,¥= |
700 |
|
|
371.83 |
> |
105.04 |
|
|
ac,¥= |
700 |
|
|
371.83 |
> |
159.39 |
|
|
ac,¥= |
700 |
|
|
220.91 |
> |
216.74 |
|
|
|
|
|
|
φm= |
0.82 |
|
|
|
|
|
|
|
|
φm= |
0.82 |
|
|
|
|
|
|
|
|
φm= |
0.82 |
|
|
|
|
|
|
|
|
φm= |
0.81 |
|
|
|
|
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
371.83 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
371.83 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
371.83 |
|
|
|
|
|
|
|
|
NRd=φm*fd*Am-m= |
220.91 |
|
|
|
|
|
|
|
|
|
|
|
zelbet |
25 |
kN/m3 |
|
|
|
1.05 |
1.025 |
|
|
|
|
|
|
|
lastryko |
22 |
kN/m3 |
|
|
|
wg. PDF |
wg. Hania |
|
|
|
|
|
|
|
tynk |
19 |
grubosc tynku |
0.015 |
|
dlugosc efektywna płyty 1 |
1.74 |
1.70 |
Mmax= |
3.20 |
9.398309690625 |
|
|
|
|
wysokosc kondygnacji |
3.3 |
m |
|
|
dlugosc efektywna plyty 2 |
1.84 |
1.79 |
Mmax= |
3.55 |
9.9078566015625 |
|
|
|
|
wysokosc plyty biegowej |
0.12 |
m |
|
|
dlugosc efektywna biegu |
2.60 |
2.60 |
Mmax =pomiędzy |
10.98 |
a |
10.9813358412784 |
|
|
|
wysokosc plyty spocznikowej |
0.1 |
m |
|
|
l(eff) |
6.18 |
6.10 |
|
|
|
|
|
|
|
wysokosc stopnia |
0.161 |
m |
|
|
dlugosc efektywna belki spocznikowej |
3.16 |
3.16 |
Mmax= |
37.70 |
|
|
|
|
|
grubosc warstwy lastryko |
0.02 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
szerokosc stopnia |
0.3 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
wysokosc belki spocznikowej |
0.3 |
m |
|
|
Zebranie obciążeń na |
1.455 |
m |
płyty biegowej |
|
|
|
|
|
|
szerokosc belki spocznikowej |
0.2 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
dlugosc plyty 1 |
1.76 |
m |
|
L.p. |
|
ciezar |
wymiary |
schody [m] |
szerokosc stopnia |
qk |
yf |
q0 |
|
|
dlugosc plyty 2 |
1.85 |
m |
|
1 |
Lastryko |
22 |
0.00922 |
1.455 |
0.3 |
0.984 |
1.3 |
1.279 |
|
|
dlugosc biegu |
2.4 |
m |
|
2 |
Stopnie betonowe |
25 |
0.02415 |
1.455 |
0.3 |
2.928 |
1.1 |
3.221 |
|
|
Schody od lewej do prawej |
1.455 |
m |
|
3 |
Płyta biegowa |
25 |
0.32685 |
1.455 |
|
11.889 |
1.1 |
13.078 |
|
|
dusza |
0.1 |
m |
|
4 |
Tynk |
19 |
0.040856607788704 |
1.455 |
|
1.129 |
1.3 |
1.468 |
|
|
obciazenie uzytkowe |
3 |
kN/m3 |
|
|
|
|
|
|
suma |
16.931 |
|
19.046 |
|
|
nachylenie schodow |
28.22 |
stopni |
|
5 |
Obciazenie uzytkowe |
3 |
|
1.455 |
|
4.365 |
1.3 |
5.675 |
|
|
cos nachylenia |
0.881 |
|
|
|
|
|
|
|
suma |
21.296 |
|
24.721 |
|
|
skosna dlugosc biegu |
2.72 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
szerokosc klatki w swietle |
3.01 |
m |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Zebranie obciążeń na |
1.455 |
m |
płyty spocznikowej |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
L.p. |
|
ciezar |
wymiary |
schody [m] |
|
qk |
yf |
q0 |
|
|
|
|
|
|
1 |
Lastryko |
22 |
0.02000 |
1.455 |
|
0.640 |
1.3 |
0.832 |
|
|
|
|
|
|
2 |
Płyta spocznikowa |
25 |
0.10000 |
1.455 |
|
3.638 |
1.1 |
4.001 |
|
|
|
|
|
|
3 |
Tynk cem. Wap. |
19 |
0.01500 |
1.455 |
|
0.415 |
1.3 |
0.539 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
4.692 |
|
5.373 |
|
|
|
|
|
|
4 |
Obciazenie uzytkowe |
3 |
|
1.455 |
|
4.365 |
1.3 |
5.675 |
|
|
|
|
|
|
|
|
|
|
|
suma |
9.057 |
|
11.047 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Zebranie obciążeń na |
1.455 |
m |
belkę spocznikową |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
L.p. |
|
ciezar |
wymiary |
schody [m] |
|
qk |
yf |
q0 |
|
|
|
|
|
|
1 |
Obciążenie z płyty biegowej |
24.721 |
1.30000 |
1.455 |
|
|
|
22.087 |
|
|
|
|
|
|
2 |
Obciążenie z płyty spocznikowej |
11.047 |
0.85075 |
1.455 |
|
|
|
6.459 |
|
|
|
|
|
|
3 |
Belka spocznikowa |
25 |
0.06000 |
|
|
1.500 |
1.1 |
1.650 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
1.500 |
|
30.197 |
|