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

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STATUSURI DE SUPARARE PT MESS

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 ----- ----- ---- g_k = 0,13 kN/m²

coeficientul partial de siguranta -------- ----- ------ _f

g_o = 0,18 kN/m²

b) Incarcare pentru zapada in localitatea Roman

conform Eurocode 1991-1-3-2005

greutatea a stratului de zapada S_0k = 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

S_k = 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

q_ref= 0,7 kN/m²

C_e = 2,0

presiune C_p = 0,0

aspiratie C_p = - 0,6

Valoarea caracteristica

w_z^k= - 0,84 kN/m²

coeficientul partial de siguranta _f

Valoarea de calcul

w_z^o= - 1,26 kN/m²

- peretii

q_ref= 0,7 kN/m²

C_e = 2,0

presiune C_p = + 0,7

aspiratie C_p = - 0,3

Valoarea caracteristica presiune aspiratie

w_z^k= + 0,98 kN/m²w_z^k= - 0,42 kN/m²

coeficientul partial de siguranta _f

Valoarea de calcul presiune aspiratie

w_z^o= + 1,47 kN/m²w_z^o= - 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 H_f	[m]
Szerokoo przekroju supa b	[m]
Wysokoo przekroju supa h	[m]
Mimoord e_x	[m]
Mimoord e_y	[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	M_o
	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]	M_y [kNm]	T_y [kN]	M_x [kNm]	T_x [kN]

Stan graniczny noonooci

DLA SCHEMATU NR 1

DLA WARSTWY NR 1

N=458.22 kN £ m*Q_fNB=0.90 * 5650.33 = 5085.30 kN

N=458.22 kN £ m*Q_fNL=0.90 * 6055.93 = 5450.33 kN

DLA WARSTWY NR 2

N=526.62 kN £ m*Q_fNB=0.90 * 1874.91 = 1687.42 kN

N=526.62 kN £ m*Q_fNL=0.90 * 1976.29 = 1778.66 kN

DLA WARSTWY NR 3

N=1096.19 kN £ m*Q_fNB=0.90 * 9571.69 = 8614.52 kN

N=1096.19 kN £ m*Q_fNL=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

A_y = 1.48 cm²/mb A_x = 1.11 cm²/mb

Minimalne zbrojenie konstrukcyjne dla fundamentu wynosi: A_k=5.85 cm²/mb

W kierunku y (B) przyjto fi=12.0 mm w rozstawie s₁=20.6 cm A_s1=6.03 cm²/mb

W kierunku x (L) przyjto fi=12.0 mm w rozstawie s₂=20.6 cm A_s2=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. N_y=29.5 kN £ A_y*fctd=0.42 * 870 = 364.1 kN

Przebicie OK. N_x=13.7 kN £ A_x*fctd=0.37 * 870 = 324.9 kN

Statecznoo fundamentu

STATECZNOO NA OBRT:

DLA SCHEMATU NR 1

Statecznoo OK. M_wyp=7.0 kNm £ m*M_otrzym = 0.80 * 328.3 = 262.6 kNm

Statecznoo OK. M_wyp=0.0 kNm £ m*M_otrzym = 0.80 * 328.3 = 262.6 kNm

STATECZNOO NA PRZESUW:

DLA SCHEMATU NR 1

Przesuw po warstwie 1

Statecznoo OK. T_xy=14.0 kN £ m*T_uxy = 0.80 * 153.2 = 122.6 kN

Przesuw po warstwie 2

Statecznoo OK. T_xy=14.0 kN £ m*T_uxy = 0.80 * 126.8 = 101.4 kN

Przesuw po warstwie 3

Statecznoo OK. T_xy=14.0 kN £ m*T_uxy = 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*s_z_r = 0.3*83.43 kN/m² = 25.03 kN/m² ³ s_zd = 22.30 kN/m²

Gbokoo, na ktrej zachodzi warunek wytrzymaoociowy = 4.10 m

Rozkad naprse pod analizowanym fundamentem:

Tabela z wartoociami:

Nr	H [m]	s_ZR [kN/m2]	s_ZS [kN/m2]	s_ZD [kN/m2]	Suma = s_ZS s_ZD s_ZDsia s_ZDfund

Legenda:

H [m]	- gbokoo liczona od poziomu terenu
s_ZR [kN/m2]	- naprsenia pierwotne
s_ZS [kN/m2]	- naprsenia wtrne
s_ZD [kN/m2]	- naprsenia dodatkowe

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