Prefabricate

Predimensionarea elementelor structurii de rezistenta (conform SR EN 1992)

1. GRINZI 1.1 Grinzi principale transversale Lmax[m]=

20.7 (deschiderea grinzii) Valoare recomandata h 

l l   20 16

1.1 [m]

1.1 [m]

l l   50 40

0.45 [m]

0.45 [m]

du  0.15  0.35[ m]

0.15 [m]

0.15 [m]

bu 0.3  0.4[m] 

0.3 [m]

0.3 [m]

b=

0.12 [m]

0.12 [m]

bo 

A= g[m]=

0.21765 5.44125

mp [kN/m]

1.2 Pana acoperis Lmax=

[m] h(mm) 400 500 600 800

h[m]= bo[m]= bu[m]= A= 0.1075 g= 2.6875

Valoarea de calcul

bu(mm) 150 190 150 190 150 190 190 0.5 0.19 0.24 [mp] [kN/m]

1.3 Grinzi marginale beton armat b= 0.8 h= 0.3

[m] [m]

A= 0.24 g= 6

[mp] [kN/m]

bo(mm) 190 230 200 240 210 250 270 [m] [m] [m]

Lmax(m) 7.5 10 10 12.5 11 15 17.5

1.4 Grinzi de fronton (beton armat) b= 0.7 h= 0.3

[m] [m]

A= 0.21 g= 5.25

[mp] [kN/m]

2. STALPI Dimensiunile tramei L= 20.7 [m] T= 15.2 [m]

Stalp S1 S2 S3 S4 S5 S6 S7

hs 

Arii aferente As1= 315 [mp] As2= 105.9 [mp] As3= 27.2 [mp] As4= 35.9 [mp] As5= 13.1 [mp] As6= 27.2 [mp] As7= 53.6 [mp]

Stalp S1 S2 S3 S4 S5 S6 S7 S1'

Pane 3 2 1 1 0 0 0.5

Grinzi marginale 0 0 0 1 0.5 1 0

Grinzi fronton 0 0 0 0 0.5 0 1

N sELD υ  f cd

ν= 0.3 fcd= fck/γb= N sELD 

Grinzi principale 1 0.5 0 0.5 0 0 0

(forta axiala normalizata) 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) Incarcare axiala N= 861.6 [kN] N= 764.5 [kN] N= 667.3 [kN] N= 744 [kN] N= 654.8 [kN] N= 646.9 [kN] N= 683.1 [kN] N= 941.6 [kN]

Valoare recomandata h= 0.378953 [m] h= 0.356947 [m] h= 0.333492 [m] h= 0.352146 [m] h= 0.330347 [m] h= 0.328348 [m] h= 0.337417 [m] h= 0.396155 [m]

Valoare de calcul h= 0.5 [m] h= 0.4 [m] h= 0.4 [m] h= 0.4 [m] h= 0.4 [m] h= 0.4 [m] h= 0.4 [m] h= 0.55 [m]

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 sk=µi*ce*ct*sok= 2 [kN/mp] µi= 0.8 (coeficient de forma pentru acoperisuri plane) ce= 1 (coeficient de expunere) c t= 1 (coeficient termic pentru acoperisuri cu termoizolatii uzuale) sok= 2.5 [kN/mp] (valoarea caracteristica a incarcarii din zapada pe sol) 8.Incarcarea utila qu= 0.75

[kN/mp] (acoperis de tip terasa necirculabila)