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EVALUAREA STATISTICA PENTRUUL "CLADIREA DE PRELUCRARE A MASEI SI GLAZURII" PRIME MODERNIZAREA OBIECTIVULUI AL UNITATII ROMANCERAM

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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.

Proprietati

CLADIREA DE PRELUCRARE A MASEI SI GLAZURII

Adresa: Strada: Aleea Plopilor nr 10, Roman, 5550, Neamt, Romania.

Oras: Roman

Faza:

Revizuire nr.:

Comentariu:

Incarcari intemeiate:

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

Schema constructiei

Poz. 1. Acoperire ( Invelitoare )

Incarcari

The maximum admissible load

of plates

presiune - valoarea de calcul

<

presiune - valoarea caracteristica

>

aspiratie - valoarea de calcul

<

aspiratie - valoarea caracteristica

<

Poz. 2. Pana

Distanta di pana a = 1,45m

Poz. 2a. Pana

Distanta di pana a = 1,3m

Poz. 3 Grinda

Incarcari

Valoarea caracteristica

coeficientul partial de siguranta

Valoarea de calcul

din poz.2.

21,97 kN

32,52 kN

Poz. 4 Grinda

Incarcari

Valoarea caracteristica

coeficientul partial de siguranta

Valoarea de calcul

din poz.2a.

19,8 kN

29,30 kN

Poz. 13 Column with console

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

S R38x48

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)

S R38x48

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: S R38x48

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 !!!

Poz. 14. Talpa fundatiei 1,5 x 1,5 m - axiune "2"

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



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