prefabricate.xls
TRANSCRIPT
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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=