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CLADIREA DE PRELUCRARE A MASEI SI GLAZURII" PRIME MODERNIZAREA OBIECTIVULUI AL UNITATII ROMANCERAM Strada: Aleea Plopilor nr 10, Roman, 5550, Neamt, Romania. |
Adresa: Strada: Aleea Plopilor nr 10, Roman, 5550, Neamt, Romania.
Oras: Roman
Faza:
Revizuire nr.:
Comentariu:
a) Incarcari permanente din greutatea proprie a acoperisului
- self-weight of construction was considered automatically by program Robot v.20.1
- placa Kingspan KS 1000 RW cu grosimea 12 cm ----- ----- ---- gk = 0,13 kN/m2
coeficientul partial de siguranta -------- ----- ------ f
go = 0,18 kN/m2
b) Incarcare pentru zapada in localitatea Roman
conform Eurocode 1991-1-3-2005
greutatea a stratului de zapada S0k = 2,5 kN/m2
este coeficientul de forma pentru incarcarea din zapada pe acoperis m = 0,8 coeficientul de expunere al amplasamentului constructiei C(e) = 1,0
coeficientul termic C(t) = 1,0
Valoarea caracteristica a incarcarii din zapada pe acoperis
Sk = 2,0 kN/m2
coeficientul partial de siguranta f
Valoarea de calcul a incarcarii din zapada pe acoperis
S0 = 3 kN/m2
c) Incarcare la vant
- acoperis
qref = 0,7 kN/m2
Ce = 2,0
presiune Cp = 0,0
aspiratie Cp = - 0,6
Valoarea caracteristica
wzk = - 0,84 kN/m2
coeficientul partial de siguranta f
Valoarea de calcul
wzo = - 1,26 kN/m2
- peretii
qref = 0,7 kN/m2
Ce = 2,0
presiune Cp = + 0,7
aspiratie Cp = - 0,3
Valoarea caracteristica presiune aspiratie
wzk = + 0,98 kN/m2 wzk = - 0,42 kN/m2
coeficientul partial de siguranta f
Valoarea de calcul presiune aspiratie
wzo = + 1,47 kN/m2 wzo = - 0,63 kN/m2
Incarcari |
The maximum admissible load of plates |
|
presiune - valoarea de calcul
|
< | |
presiune - valoarea caracteristica
|
> | |
aspiratie - valoarea de calcul
|
< | |
aspiratie - valoarea caracteristica
|
< |
Distanta di pana a = 1,45m
Distanta di pana a = 1,3m
Incarcari |
Valoarea caracteristica |
coeficientul partial de siguranta |
Valoarea de calcul |
din poz.2. |
21,97 kN |
32,52 kN |
Incarcari |
Valoarea caracteristica |
coeficientul partial de siguranta |
Valoarea de calcul |
din poz.2a. |
19,8 kN |
29,30 kN |
Setting-up of loads
Date - Noduri
Nod |
X (m) |
Z (m) |
Cod reazeme |
Reazem |
1 | ||||
2 |
xxxxxx |
Incastrare |
||
4 |
Structura - Noduri
Date - Bare
Bara |
Nod 1 |
Nod 2 |
Sectiune |
Material |
Lungime (m) |
Gama (Deg) |
Tip |
1 |
|
C16/20 |
Column |
||||
2 |
inar 180x200x120 |
OLT35 |
Column |
||||
3 |
2 C 180 |
OLT35 |
Column |
Structura - Bare
Date - Reazeme
Nume reazem |
Lista de noduri |
Conditii pentru reazem |
Incastrare |
UX UY UZ RX RY RZ |
Date - Sectiuni
Nume sectiune |
Lista de bare |
AX (cm2) |
AY (cm2) |
AZ (cm2) |
IX (cm4) |
IY (cm4) |
IZ (cm4) |
| |||||||
inar 180x200x120 |
| ||||||
2 C 180 |
Date - Materiale
Material |
E (MPa) |
G (MPa) |
NI |
LX (1/C) |
RO (kN/m3) |
Re (MPa) |
|
1 |
C16/20 | ||||||
2 |
OLT35 |
Incarcari - Cazuri
Caz |
Numele cazului |
Natura |
Tipul de analiza |
1 |
DL1 |
permanenta |
Statica - Liniara |
2 |
DL2 |
permanenta |
Statica - Liniara |
3 |
Modala |
modala |
Modala |
4 |
Seism P100-92 Directie_X |
seismic |
Seism P100-92 |
5 |
Seism P100-92 Directie_Y |
seismic |
Seism P100-92 |
6 |
Seism P100-92 Directie_Z |
seismic |
Seism P100-92 |
7 |
COMB1 |
permanenta |
Combinatie liniara |
8 |
COMB2 |
permanenta |
Combinatie liniara |
Incarcari - Valori
Caz |
Tipul de incarcare |
Lista |
Valori incarcare |
greutate proprie |
1la3 |
PZ Negativ Factor=1,00 |
|
forta nodala |
FZ=-128,48(kN) |
||
forta nodala |
FX=-8,00(kN) |
||
forta nodala |
FZ=-97,73(kN) |
||
forta nodala |
CY=-26,88(kNm) |
Combinatii
Combinatii |
Nume |
Tipul analizei |
Natura combinatiei |
Natura cazului |
Definitie |
7 (K) (CQC) |
COMB1 |
Combinatie liniara |
SLEN |
permanenta | |
8 (K) (CQC) |
COMB2 |
Combinatie liniara |
SLU |
permanenta |
Structura - Reactiuni(kN);Reactiuni momente(kN*m); Cazuri: 7 (COMB1)
Reactiuni: valori
Nod/Caz |
FX (kN) |
FZ (kN) |
MY (kNm) |
2/ 7 (K) (CQC) |
Structura - MY;MZ; Cazuri: 8 (COMB2)
Structura - FY;FZ; Cazuri: 8 (COMB2)
Structura - FX; Cazuri: 8 (COMB2)
Forte: valori
Bara/Nod/Caz |
FX (kN) |
FZ (kN) |
MY (kNm) |
1/ 2/ 8 (K) (CQC) | |||
1/ 4/ 8 (K) (CQC) | |||
2/ 4/ 8 (K) (CQC) | |||
2/ 1/ 8 (K) (CQC) | |||
3/ 1/ 8 (K) (CQC) | |||
3/ 3/ 8 (K) (CQC) |
Forte: infasuratoare
Bara/Punct (m)/Caz |
FX (kN) |
FZ (kN) |
MY (kNm) |
1/ origine (2)/ 8 (K) (CQC) |
377,77>> | ||
1/ MIN FX x=5,00/ 8 (K) (CQC) |
347,57<< | ||
1/ origine (2)/ 8 (K) (CQC) |
13,33>> | ||
1/ origine (2)/ 8 (K) (CQC) |
13,33<< | ||
1/ MIN FX x=5,00/ 8 (K) (CQC) |
-109,02>> |
||
1/ origine (2)/ 8 (K) (CQC) |
-175,20<< |
||
2/ origine (4)/ 8 (K) (CQC) |
346,41>> | ||
2/ MIN FX x=4,29/ 8 (K) (CQC) |
340,37<< | ||
2/ origine (4)/ 8 (K) (CQC) |
-11,47>> | ||
2/ origine (4)/ 8 (K) (CQC) |
-11,47<< |
|
|
2/ origine (4)/ 8 (K) (CQC) |
80,26>> |
||
2/ MIN FX x=4,29/ 8 (K) (CQC) |
30,88<< |
||
3/ origine (1)/ 8 (K) (CQC) |
193,46>> | ||
3/ MIN FX x=1,21/ 8 (K) (CQC) |
192,75<< | ||
3/ origine (1)/ 8 (K) (CQC) |
0,06>> | ||
3/ origine (1)/ 8 (K) (CQC) |
0,06<< | ||
3/ MIN FX x=1,21/ 8 (K) (CQC) |
-0,00>> |
||
3/ origine (1)/ 8 (K) (CQC) |
-0,07<< |
Verificare element
CALCUL STRUCTURI DIN METAL
COD: PN-90/B-03200
TIP ANALIZA: Verificare element
FAMILIE:
ELEMENT: 1 PUNCT: 1 COORDONATA: x = 0.00 L = 0.00 m
INCARCARI:
Caz incarcare decisiv: 8 COMB2 1*1.35+2*1.50+(4+5+6)*1.00
MATERIAL: C16/20
fd = 120.00 MPa E = 75000.00 MPa
PARAMETRI SECTIUNE:
h=48.0 cm
b=38.0 cm Ay=805.953 cm2 Az=1018.047 cm2 Ax=1824.000 cm2
tw=19.0 cm Iy=350208.000 cm4 Iz=219488.000 cm4 Ix=459838.792 cm4
tf=19.0 cm Wely=14592.000 cm3 Welz=11552.000 cm3
FORTE INTERNE SI REZISTENTE ULTIME:
N = 377.77 kN My = -175.20 kN*m Mz = 8.19 kN*m Vy = 1.27 kN
Nrc = 21888.00 kN Mry = 1751.04 kN*m Mrz = 1386.24 kN*m Vry = 5609.44 kN
Mry_v = 1751.04 kN*m Mrz_v = 1386.24 kN*m Vz = 13.33 kN
Clasa sectiune = 1 By*Mymax = -175.20 kN*m Bz*Mzmax = 8.19 kN*m Vrz = 7085.60 kN
PARAMETRI FLAMBAJ LATERAL:
z = 0.00 La_L = 0.11 Nw = 11778629.44 kN fi L = 1.00
Ld = 5.00 m Nz = 64987.79 kN Mcr = 186289.92 kN*m
PARAMETRI FLAMBAJ:
Dupa axa Y: Dupa axa Z:
Ly = 5.00 m Lambda_y = 0.16 Lz = 5.00 m Lambda_z = 0.67
Lwy = 1.50 m Ncr y = 1152138.14 kN Lwz = 5.00 m Ncr z = 64987.79 kN
Lambda y = 10.83 fi y = 1.00 Lambda z = 45.58 fi z = 0.86
FORMULE DE VERIFICARE:
N/(fi*Nrc)+By*Mymax/(fiL*Mry)+Bz*Mzmax/Mrz = 0.02 + 0.10 + 0.01 = 0.13 < 1.00 - Delta z = 1.00 (58)
Vy/Vry = 0.00 < 1.00 Vz/Vrz = 0.00 < 1.00 (53)
Sectiune OK !!!
CALCUL STRUCTURI DIN METAL
COD: PN-90/B-03200
TIP ANALIZA: Verificare element
FAMILIE:
ELEMENT: 2 PUNCT: 1 COORDONATA: x = 0.00 L = 0.00 m
INCARCARI:
Caz incarcare decisiv: 8 COMB2 1*1.35+2*1.50+(4+5+6)*1.00
MATERIAL: OLT35/OTEL
fd = 120.00 MPa E = 75000.00 MPa
PARAMETRI SECTIUNE: inar 180x200x120
h=37.5 cm
b=20.0 cm Ay=57.229 cm2 Az=65.013 cm2 Ax=135.410 cm2
tw=0.0 cm Iy=20752.756 cm4 Iz=8191.077 cm4 Ix=0.000 cm4
tf=0.0 cm Wely=1031.975 cm3 Welz=819.108 cm3
FORTE INTERNE SI REZISTENTE ULTIME:
N = 346.41 kN My = 80.26 kN*m Mz = 2.24 kN*m Vy = 0.51 kN
Nrc = 1624.92 kN Mry = 123.84 kN*m Mrz = 98.29 kN*m Vry = 398.32 kN
Mry_v = 123.84 kN*m Mrz_v = 98.29 kN*m Vz = -11.47 kN
Clasa sectiune = 1 By*Mymax = 80.26 kN*m Bz*Mzmax = 2.24 kN*m Vrz = 452.49 kN
PARAMETRI FLAMBAJ LATERAL:
PARAMETRI FLAMBAJ:
Dupa axa Y: Dupa axa Z:
Ly = 4.29 m Lambda_y = 0.15 Lz = 4.29 m Lambda_z = 0.81
Lwy = 1.29 m Ncr y = 92742.69 kN Lwz = 4.29 m Ncr z = 3294.48 kN
Lambda y = 10.40 fi y = 0.99 Lambda z = 55.16 fi z = 0.68
FORMULE DE VERIFICARE:
N/(fi*Nrc)+By*Mymax/(fiL*Mry)+Bz*Mzmax/Mrz = 0.32 + 0.65 + 0.02 = 0.99 < 1.00 - Delta z = 1.00 (58)
Vy/Vry = 0.00 < 1.00 Vz/Vrz = 0.03 < 1.00 (53)
Sectiune OK !!!
CALCUL STRUCTURI DIN METAL
COD: PN-90/B-03200
TIP ANALIZA: Verificare element
FAMILIE:
ELEMENT: 3 PUNCT: 1 COORDONATA: x = 0.00 L = 0.00 m
INCARCARI:
Caz incarcare decisiv: 8 COMB2 1*1.35+2*1.50+(4+5+6)*1.00
MATERIAL: OLT35
fd = 200.00 MPa E = 210000.00 MPa
PARAMETRI SECTIUNE: 2 C 180
h=18.0 cm
b=30.0 cm Ay=30.800 cm2 Az=28.800 cm2 Ax=56.000 cm2
tw=0.8 cm Iy=2700.000 cm4 Iz=9808.838 cm4 Ix=19.940 cm4
tf=1.1 cm Wely=300.000 cm3 Welz=653.923 cm3
FORTE INTERNE SI REZISTENTE ULTIME:
N = 193.46 kN My = -0.07 kN*m Mz = -14.37 kN*m Vy = -11.88 kN
Nrc = 1120.00 kN Mry = 60.00 kN*m Mrz = 130.78 kN*m Vry = 357.28 kN
Mry_v = 60.00 kN*m Mrz_v = 130.78 kN*m Vz = 0.06 kN
Clasa sectiune = 1 By*Mymax = -0.07 kN*m Bz*Mzmax = -14.37 kN*m Vrz = 334.08 kN
PARAMETRI FLAMBAJ LATERAL:
PARAMETRI FLAMBAJ:
Dupa axa Y: Dupa axa Z:
Ly = 1.21 m Lambda_y = 0.06 Lz = 1.21 m Lambda_z = 0.10
Lwy = 0.36 m Ncr y = 424687.57 kN Lwz = 1.21 m Ncr z = 138856.39 kN
Lambda y = 5.23 fi y = 1.00 Lambda z = 9.14 fi z = 1.00
FORMULE DE VERIFICARE:
N/(fi*Nrc)+By*Mymax/(fiL*Mry)+Bz*Mzmax/Mrz = 0.17 + 0.00 + 0.11 = 0.28 < 1.00 - Delta z = 1.00 (58)
Vy/Vry = 0.03 < 1.00 Vz/Vrz = 0.00 < 1.00 (53)
Sectiune OK !!!
Geometria
Szerokoo stopy B |
[m] | |
Dugoo stopy L |
[m] | |
Wysokoo stopy Hf |
[m] | |
Szerokoo przekroju supa b |
[m] | |
Wysokoo przekroju supa h |
[m] | |
Mimoord ex |
[m] | |
Mimoord ey |
[m] |
Materiay
Klasa betonu |
B20 |
|
Klasa stali |
34GS |
|
Otulina |
[cm] | |
Orednica prtw |
[mm] |
Warunki gruntowe
Warstwa |
Nazwa |
Misszoo |
r(n) |
C(n)u |
f(n)u |
M |
Mo |
gruntu |
[m] |
[t/m3] |
[kPa] |
[kPa] |
[kPa] |
||
wiry | |||||||
Gliny pylaste zwize | |||||||
Pyy |
|
Metoda okreolenia parametrw geotechnicznych |
A |
|
Gbokoo posadowienia |
[m] | |
Cisar zasypki |
[kN/m3] |
Obcisenia
Numer zestawu |
N [kN] |
My [kNm] |
Ty [kN] |
Mx [kNm] |
Tx [kN] |
Stan graniczny noonooci
DLA SCHEMATU NR 1
DLA WARSTWY NR 1
N=458.22 kN £ m*QfNB=0.90 * 5650.33 = 5085.30 kN
N=458.22 kN £ m*QfNL=0.90 * 6055.93 = 5450.33 kN
DLA WARSTWY NR 2
N=526.62 kN £ m*QfNB=0.90 * 1874.91 = 1687.42 kN
N=526.62 kN £ m*QfNL=0.90 * 1976.29 = 1778.66 kN
DLA WARSTWY NR 3
N=1096.19 kN £ m*QfNB=0.90 * 9571.69 = 8614.52 kN
N=1096.19 kN £ m*QfNL=0.90 * 9796.70 = 8817.03 kN
Naprsenia pod fundamentem
DLA SCHEMATU NR 1
Naprsenia w narosach:
q1=216.09 kN/m2
q2=191.22 kN/m2
q3=191.22 kN/m2
q4=216.09 kN/m2
Odrywanie nie wystpuje.
Wymiarowanie zbrojenia
POTRZEBNE ZBROJENIE DLA SCHEMATU NR 1
Ay = 1.48 cm2/mb Ax = 1.11 cm2/mb
Minimalne zbrojenie konstrukcyjne dla fundamentu wynosi: Ak=5.85 cm2/mb
W kierunku y (B) przyjto fi=12.0 mm w rozstawie s1=20.6 cm As1=6.03 cm2/mb
W kierunku x (L) przyjto fi=12.0 mm w rozstawie s2=20.6 cm As2=6.03 cm2/mb
Nr prta |
Iloo |
Dugoo prta [cm] |
Dugoo cakowita [m] |
Orednica |
[mm] | |
Klasa stali |
34GS |
|
Masa jednostkowa |
[kg/m] | |
Dugoo ogem |
[m] | |
Masa ogem |
[kg] |
Wyniki oblicze przebicia
DLA SCHEMATU NR 1
Przebicie OK. Ny=29.5 kN £ Ay*fctd=0.42 * 870 = 364.1 kN
Przebicie OK. Nx=13.7 kN £ Ax*fctd=0.37 * 870 = 324.9 kN
Statecznoo fundamentu
STATECZNOO NA OBRT:
DLA SCHEMATU NR 1
Statecznoo OK. Mwyp=7.0 kNm £ m*Motrzym = 0.80 * 328.3 = 262.6 kNm
Statecznoo OK. Mwyp=0.0 kNm £ m*Motrzym = 0.80 * 328.3 = 262.6 kNm
STATECZNOO NA PRZESUW:
DLA SCHEMATU NR 1
Przesuw po warstwie 1
Statecznoo OK. Txy=14.0 kN £ m*Tuxy = 0.80 * 153.2 = 122.6 kN
Przesuw po warstwie 2
Statecznoo OK. Txy=14.0 kN £ m*Tuxy = 0.80 * 126.8 = 101.4 kN
Przesuw po warstwie 3
Statecznoo OK. Txy=14.0 kN £ m*Tuxy = 0.80 * 370.4 = 296.3 kN
Osiadanie fundamentu
DLA SCHEMATU NR1
Osiadania pierwotne = 2.577 cm
Osiadania wtrne = 0.000 cm
Osiadania cakowite = 2.577 cm
Nachylenie wzgldem osi X = 0.00000
Nachylenie wzgldem osi Y = 0.00130
Przechyka = 0.00130
Warunek naprseniowy 0.3*szr = 0.3*83.43 kN/m2 = 25.03 kN/m2 ³ szd = 22.30 kN/m2
Gbokoo, na ktrej zachodzi warunek wytrzymaoociowy = 4.10 m
Rozkad naprse pod analizowanym fundamentem:
Tabela z wartoociami:
Nr |
H [m] |
sZR [kN/m2] |
sZS [kN/m2] |
sZD [kN/m2] |
Suma = sZS sZD sZDsia sZDfund |
Legenda:
H [m] |
- gbokoo liczona od poziomu terenu |
sZR [kN/m2] |
- naprsenia pierwotne |
sZS [kN/m2] |
- naprsenia wtrne |
sZD [kN/m2] |
- naprsenia dodatkowe |
Politica de confidentialitate | Termeni si conditii de utilizare |
Vizualizari: 2368
Importanta:
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