Verificari stalp (2)VERIFICARI STALP METALICSectiune
aleasa:profil din table sudateDimensionarea sectiunii stalpului
marginalAlegere profil:Med,y =2089.00kNmb =300mmV =184.00kNhi
=620mmR =210N/mm2OL37S235tf =35mmR =300N/mm2OL52S355tw =20mmWnec
=Mc/Rh,total =850mmWnec =9948cm3OL37e0.814OL52Wnec
=6963cm3OL52(h-tw)/2*tw =15.0< 72e=58.6clasa 1(b-tw)/2/tf
=3.8< 33e=7.3clasa 1A =668cm2260Valori EtabsIy
=265173.83cm4215300StoryColumnLoadLocPV2M3Iz
=15791.33cm412180STALPIC35GFZ0394.91154.791440.724Wy
=6610.95cm36241STALPIC35GFV0347.66224.732074.627Wy,pl
=12116.50cm37032STALPIC35CSX10217.8681.211165.131Wz
=6610.95cm3STALPIC35GVS0158.27227.972089.406Iy =280965.17cm4Iz
=280965.17cm4A =668.00cm2Avz =334.00cm2E =210000N/mm2b=300mmlatime
talpa;tf =35.00mmgrosime talpa;h=620mminaltime inima;tw
=20.00mmgrosime inima;Ir =1/3*S(bi*ti^3)moment de inertie la
rasucire;Ir =2045.67cm4Iw =(I*h^2)/2moment de inertie sectorial;Iw
=13475109.38cm6gama
=sqrt(0.32/sqrt(0.506*v/h*niu^2)^2+0.25(niu*l/niu,0*l0)^2+0.039*niu^2*(l/h)^2*Ir/Iy-0.506*v/h*niu^2)))v
=0distanta de la nivelul de aplicare a incarcarii pana la axa
barei;niu =niu0 =1bara incastrata jos si sus;l = l,0 =14mlungime
stalp;gama =0.714fy =355N/mm2c =0.147M1 = 1,00Verificarea de
rezistent a sectiunii transversale a stlpuluiRezistenta la
compresiune - Pentru a determin rezistenta de calcul a sectiunii
transversale a stlpului la compresiune uniform se foloseste relatia
de definitie corespunztoare clasei de sectiune 1:Nc, Rd=A*fy/M1Nc,
Rd=23714kNefort maxim capabilRezistenta la flambaj prin ncovoiere a
elementului supus la compresiune uniformEfortul critic de flambaj,
elastic, pentru modul de flambaj considerat NcrNcr,y =
2*E*Iy/L2cr,yLcr,y =12000.000mmNcr,y =40398.811kNefort axial
criticNcr,z = 2*E*Iz/L2cr,zLcr,z =24000.000mmNcr,z =567.643kNefort
axial criticZveltetea
relativy=sqrt(A*fy/Ncr,y)y=0.766z=sqrt(A*fy/Ncr,z)z=6.463Factorul
de reducere pentru flambaj prin
ncovoiere=1/(+sqrt(2-2)y=0.5*(1+*(-0.2)+2)0.890z=0.5*(1+*(-0.2)+2)22.046h/b=2.833>1.240
0.15*RN/( fi* A) =-3.37N/mm2>33cy*My/(fi,g0*n*Wy)
=178.88N/mm2N/( fi* A) +cy*My/(fi,g0*n*Wy)=175.51N/mm2
1830.66mm2VERIFICARE SABOTI LA FORTA TAIETOARET =300kNA =a*ha =7mmh
=140mmA =980mm2tau =T/Atau =153.06N/mm2VERIFICARE SURUBURI ANCORAJ
SUPORT ECHIPAMENT PE STRUCTURAAnec bulon =T/1.5RR =512.00N/mm2grupa
8.8N =600kNneglijez efectul fav al fortei axiale;M =3000kNmseism
elasticT =M/D-N/4D =3.4mT =1032.35kNAnec =1344.21mm2nb =4buc.nr.
buloane;D bulon =27mmAef =nb * pi* (0.8*Dbulon)^2/4Aef =1465.7mm2
>Anec =1344.21mm2VERIFICARE CORDON SUDURA GUSEU PLACA DE BAZA:N
=535.10kNM =0.85*N*0.13M =59.13kNmh,nec =1.1*Nr/2*a*Rfst =15mmamax
=0.7*tapotema maxima pt sudura de colt;amax =10.5mma
=15mmapotemaRfs =92.4N/mm2h,nec =212.34mmh,ef =450mmW
=1012.50cm32.12A =13500mm2tau,M =M/Wtau,M =58.4N/mm2
