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Predimensionarea elementelor structurii de rezistenta(conform SR EN 1992)

1. GRINZI

1.1 Grinzi principale transversale

Lmax[m]= 20.7 (deschiderea grinzii)

1.1 [m] 1.1 [m]

0.45 [m] 0.45 [m]

0.15 [m] 0.15 [m]

0.3 [m] 0.3 [m]

b= 0.12 [m] 0.12 [m]

A= 0.21765 mp

g[m]= 5.44125 [kN/m]

1.2 Pana acoperis

Lmax= [m]

h(mm) bu(mm) bo(mm) Lmax(m)

150 190 7.5

190 230 10150 200 10

190 240 12.5

150 210 11

190 250 15

800 190 270 17.5

h[m]= 0.5 [m]

bo[m]= 0.19 [m]

bu[m]= 0.24 [m]

A= 0.1075 [mp]

g= 2.6875 [kN/m]

1.3 Grinzi marginale beton armat

b= 0.8 [m]

h= 0.3 [m]

A= 0.24 [mp]

g= 6 [kN/m]

600

Valoare

recomandata

Valoarea de

calcul

400

500

16

l

20

lh

40

l

50

lbo

]m[35.015.0du

]m[4.03.0bu

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1.4 Grinzi de fronton (beton armat)

b= 0.7 [m]

h= 0.3 [m]

A= 0.21 [mp]

g= 5.25 [kN/m]

2. STALPI

Dimensiunile tramei

L= 20.7 [m]

T= 15.2 [m]

Stalp

S1 As1= 315 [mp] 1 3 0 0

S2 As2= 105.9 [mp] 0.5 2 0 0

S3 As3= 27.2 [mp] 0 1 0 0S4 As4= 35.9 [mp] 0.5 1 1 0

S5 As5= 13.1 [mp] 0 0 0.5 0.5

S6 As6= 27.2 [mp] 0 0 1 0

S7 As7= 53.6 [mp] 0 0.5 0 1

= 0.3 (forta axiala normalizata)

fcd= fck/b= 20 [N/mmp] 20000 [kN/mp]

forta axiala in stalp la nivelul incastrarii in starea limita de serviciu de lunga durata

(P+0,4U+0,4Z)

Stalp

S1 N= 861.6 [kN] h= 0.378953 [m] h= 0.5 [m]

S2 N= 764.5 [kN] h= 0.356947 [m] h= 0.4 [m]

S3 N= 667.3 [kN] h= 0.333492 [m] h= 0.4 [m]

S4 N= 744 [kN] h= 0.352146 [m] h= 0.4 [m]

S5 N= 654.8 [kN] h= 0.330347 [m] h= 0.4 [m]

S6 N= 646.9 [kN] h= 0.328348 [m] h= 0.4 [m]

S7 N= 683.1 [kN] h= 0.337417 [m] h= 0.4 [m]

S1' N= 941.6 [kN] h= 0.396155 [m] h= 0.55 [m]

Incarcare axiala Valoare recomandata Valoare de calcul

Arii aferente

Pane Grinzi

marginale

Grinzi

fronton

Grinzi

principale

cd

ELD

ss

f

Nh

ELD

sN

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Calculul incarcarilor la nivelul acoperisului

A. Incarcari permanente

1. Invelitoare+ termoizolatie+hidroizolatie

gth= 0.22 [kN/mp]ghd= 0.03 [kN/mp]

ght+hd= 0.25 [kN/mp]

2. Tabla profilata

gtab= 0.13 [kN/mp]

3. Grinzi

3.1 Grinzi principale transversale (beton armat prefabricat)

gGT= 5.4413 [kN/m]

3.2 Pane de acoperis (beton armat prefabricat)

gpane= 2.6875 [kN/m]

3.3 Grinzi marginale (beton armat)

ggm= 6 [kN/m]

3.4 Grinzi de fronton (beton armat)

ggf= 5.25 [kN/m]

4, Incarcarea tehnologica

gteh= 0.35 [kN/mp]

5. Incarcarea data de platforma metalica

Gpm= 10t= 100 [kN]

6. Incarcarea data de condensator

Gc= 10t= 100 [kN]

B. Incarcari variabile

7. Incarcarea din zapada

2 [kN/mp]

i= 0.8 (coeficient de forma pentru acoperisuri plane)

ce= 1 (coeficient de expunere)

ct= 1 (coeficient termic pentru acoperisuri cu termoizolatii uzuale)

sok= 2.5 [kN/mp] (valoarea caracteristica a incarcarii din zapada pe sol)

8.Incarcarea utilaqu= 0.75 [kN/mp] (acoperis de tip terasa necirculabila)

sk=i*ce*ct*sok=