FUNDATIE RADIER n 14 :=a 0.01n 0.14 = :=CTA 0.60 a + ( )m 0.74 m = := T 4.20m := L 5.40m := L12.40m :=Incarcarile in diafragme la cota -2.80 sunt :AxeleA si D PkA25 0.1n + ( )kNm26.4kNm = := QkA15 0.1n + ( )kNm16.4kNm = :=PkDPkA26.4kNm = := QkDQkA16.4kNm = :=1 si 6 Pk130 0.1n + ( )kNm31.4kNm = := Qk117 0.1n + ( )kNm18.4kNm = :=Pk6Pk131.4kNm = := Qk6Qk118.4kNm = :=B si C PkB45 0.1n + ( )kNm46.4kNm = := QkB20 0.1n + ( )kNm21.4kNm = :=PkCPkB46.4kNm = := QkCQkB21.4kNm = :=2,3,4 si 5 Pk255 0.1n + ( )kNm56.4kNm = := Qk227 0.1n + ( )kNm28.4kNm = :=Pk3Pk256.4kNm = := Qk3Qk228.4kNm = :=Pk4Pk256.4kNm = := Qk4Qk228.4kNm = :=Pk5Pk256.4kNm = := Qk5Qk228.4kNm = :=La nivelul planseului de la subsol incarcarea utila : qk2 0.1n + ( )kNm23.4kNm2 = :=Stratificatia terenului este :0.00......-0.60 teren vegetal :k118.5kNm3:=-0.60.....-7.00 nisip prafos galben cenusiu : k218.2kNm3:= e20.85 := 'k217deg :=c'k210kPa := E27500kPa :=-7.00.....-12.0 argila prafoasa galbui verzuie plastic consistenta : k318.7kNm3:= Ic30.65 :='k312deg := c'k320kPa := E312000kPa :=Fundatia se va verifica si dimensiona dupa SR EN 1997-1La starea limita GEO - Capacitatea portanta a terenuluiCP2 : A1+M1+R2STR - Dimensionarea structurala a radierului CP2 : A1+M1+R21Stabilirea coeficientilor partiali de siguranta pt C.P.2Actiuni structuraleG1.35 := Q1.50 := nefavorabileParametrii geotehnici M1'1.00 := unghi de frecare internac'1.00 := coeziune drenata1.00 := greutate volumicaRezistenta totala a pamantuluiR2Rh1.1 := pt.rezistenta la lunecareRv1.4 := pt. capacitate portantaValorile de calcul ale parametrilor geotehnicid2k218.2kNm3 = := d3k318.7kNm3 = :='d2atantan'k2( )'|

\||17deg = := 'd3atantan'k3( )'|

\||12deg = :=c'd2c'k2c'10kNm2 = := c'd3c'k3c'20kNm2 = :=Predimensionare :H.r : lmaxmaxTL ,( ) 5.4m = :=Hr18lmax 0.675 m = := alegHr1.40m :=lc0.2lmax 1.08 m = := aleglc1.10m :=B.r x L.r : Br2lc 2L + L1+ 15.4 m = :=Lr2lc 5T + 23.2 m = :=Verificarea presiunilor pe talpa fundatiei :Se face prin metoda reducerii solicitarilor in centrul de greutate al radierului. Verificarea rigiditatii radierului :beton C20/25 Eb30GPa := EsE27500kPa = :=s0.3 := coeficientul lui poisson pentru nisipb0.2 := coeficientul lui poisson pentru betonkG121 b2|\|1 s2Es0.6EbLr2Hr|

\||2Br2Hr 6.257 = :=kG85T 0.3m +2L L1+ 0.3m + 1 =2Greutatea fundatiei :ba25kNm3:=GfkLr Br Hr ba 12504.8kN = :=GfdGGfk 16881.48kN = :=Incarcarile utile pe pardoseala de la subsol :Autila5T 50.3 m ( ) 2L L1+ 30.3 m ( ) 239.85 m2= :=QdpQAutila qk( ) 1223.235kN = :=Valoarea de calcul a actiunii verticale conform CP.2 :PdGPkAPkB+ PkC+ PkD+( )5 T Pk1Pk2+ Pk3+ Pk4+ Pk5+ Pk6+( )2L L1+( ) +

( 9267.048kN = :=QdQQkAQkB+ QkC+ QkD+( )5 T Qk1Qk2+ Qk3+ Qk4+ Qk5+ Qk6+( )2L L1+( ) +

( 5359.32kN = :=VdPdQd+ Gfd+ Qdp+ 32731.083kN = :=Momentele incovoietoare :Mxf.ed0 :=Se neglijeaza efectul momentului asupra structuriiMyf.ed0 :=Calculul presiunii la talpa radierului :eBMxf.edVd0 = := eLMyf.edVd0 = :=Pef.1VdLr Br91.612kPa = :=Pef.2Pef.1:= Pef.3Pef.1:= Pef.4Pef.1:=A' Lr Br 357.28 m2= :=Factori adimensionali pentru calculul presiunii terenului de fundare :- capacitatea portanta :Nqetan'd2( )tan 45deg'd22+|

\|||

\||2 4.772 = :=NcNq1 ( )1tan'd2( ) 12.338 = :=N2 Nq1 ( ) tan'd2( ) 2.307 = :=- inclinarea bazei fundatiei : 0deg :=bq1 tan'd2( ) ( )21 = :=b1 tan'd2( ) ( )21 = :=bcbq1 bqNctan'd2( ) 1 = :=3- forma fundatiei :sq1BrLrsin'd2( ) + 1.194 = :=s1 0.3BrLr 0.801 = :=scsqNq 1 Nq1 1.246 = :=- inclinarea incarcarii : Hd0kN :=mB2BrLr+|

\||1BrLr+1.601 = :=iq1HdVdA' c'd2 cot 'd2( ) +|

\||mB1 = :=i1HdVdA' c'd2 cot 'd2( ) +|

\||mB1 +( )1 = :=iciq1 iqNctan'd2( ) 1 = :=- suprasarcina de calcul care actioneaza la talpa fundatiei :DfHr0.1m + 1.5m = :=q' Dfd2 27.3kPa = :=Rdc'd2Nc bc sc ic q' Nq bq sq iq + 0.5 d2 Br N b s i +( )A' 202972.784kN = :=RdA'568.106kPa =VdA'91.612kPa =VERIFICARdA'VdA'> 1 =- conditia de economicitate : pRdA'VdA'RdA'83.874% = :=Dimensionarea armaturilor :Calculul momentelor cu metoda EUROCODE CONCISE: Placa de tip 1 (cu doua laturi adiacente simplu rezemate)lx1T 4.2m = := ly1L 5.4m = :=ly1lx11.286 =peffVdLr Br91.612kNm2 = := p peff1 m 91.612kNm = :=4sxrlinterp1.21.3|

\||0.0630.069|

\||, ly1lx1,

((0.068 = := Mr11sxrp lx12 110.121kNm = :=syr0.045 := Mr21syrp lx12 72.721kNm = :=sxclinterp1.21.3|

\||0.0470.051|

\||, ly1lx1,

((0.05 = := Mc1xsxc p lx12 81.494kNm = :=syc0.034 := Mc1ysycp lx12 54.945kNm = :=Placa de tip 2 (cu o latura simplu rezemata)lx2T 4.2m = := ly2L 5.4m = :=ly2lx21.286 =sxr.2linterp1.21.3|

\||0.0480.052|

\||, ly2lx2,

((0.051 = := Mr12sxr.2p lx22 83.11kNm = :=syr.20.037 := Mr22syr.2p lx22 59.793kNm = :=sxc.2linterp1.21.3|

\||0.0360.039|

\||, ly2lx2,

((0.039 = := Mc2xsxc.2p lx22 62.333kNm = :=syc.20.028 := Mc2ysyc.2p lx22 45.249kNm = :=Placa de tip 3 (armata pe o directie)lx35T 21 m = := ly3L12.4m = :=lx3ly38.75 =lx3ly32 > 1 = armare pe o directieMcply3224 21.987kNm = := Mrply3212 43.974kNm = :=Determinarea momentelor totale pentru fiecare panou :Panou tip 1:Mtot.x.1Mc1xMr112+ 136.555kNm = :=Mtot.y.1Mc1yMr212+ 91.306kNm = :=Panou tip 2:Mtot.x.2Mc2xMr122+ 103.888kNm = :=Mtot.y.2Mc2yMr21Mr22+2+ 111.506kNm = :=Panou tip 3:Mtot.y.3McMrMr+2+ 65.961kNm = :=5Corectarea momentelor pe reazeme Reazem placa 1-2Mr12.corMr21Mr22+266.257kNm = :=Reazem placa 1-3Mr13.corMr11Mr+277.047kNm = :=Reazem placa 2-2Mr22.corMr22Mr22+259.793kNm = :=Reazem placa 2-3Mr23.corMr12Mr+263.542kNm = :=Corectarea momentelor in camp Placa tip 1Mx.c1Mtot.x.1Mr13.cor2 98.031kNm = :=My.c1Mtot.y.1Mr12.cor2 58.177kNm = :=Placa tip 2Mx.c2Mtot.x.2Mr23.cor2 72.117kNm = :=My.c2Mtot.y.2Mr12.corMr22.cor+2 48.481kNm = :=Placa tip 3My.13Mtot.y.3Mr13.corMr13.cor+2 11.087 kNm = :=My.23Mtot.y.3Mr23.corMr23.cor+2 2.419 kNm = :=Determinarea momentului pe consola :lc1.1m =Mconsolaplc2255.425kNm = :=Beton C20/25 fck20Nmm2:= c1.5 := fcdfckc13.333Nmm2 = := fctm2.2Nmm2:=Otel PC52 fyk345Nmm2:= s1.15 := fydfyks300Nmm2 = :=Acoperirea cu beton :Clasa de expunere : XC1Clasa structurala : S46 20mm :=cminmax15mm ,10mm ,( ) 20mm = :=Ctol10mm :=cnomcminCtol+ 30mm = :=cnom.eff45mm :=Se calculeaza ca o grinda cu inaltimea H.r si latimea de 1mHr1.4m = b 1m :=inaltimea utila a radierului : dxHrcnom.eff2 134.5 cm = :=dyHrcnom.eff 2 132.5 cm = :=procent minim de armare longitudinala min0.15% := Asminminb maxdxdy, ( ) 20.175cm2 = :=Armarea in camp :campul 1 : - directia x xMx.c1bdx2 fcd0.004 = := se armeaza la procentul minim min0.01 := min0.0101 :=- directia y yMy.c1bdy2 fcd0.002 = :=campul 2 : - directia x xMx.c2bdx2 fcd0.003 = := se armeaza la procentul minim min0.01 = min0.0101 =- directia y yMy.c2bdy2 fcd0.002 = :=campul 3 : se armeaza la procentul minim yMy.23bdy2 fcd0 = :=min0.01 = min0.0101 =Armarea pe reazem :reazemul 1-2 : se armeaza la procentul minim Mr12.corbdx2 fcd0.003 = :=min0.01 = min0.0101 =7reazemul 2-2 : Mr22.corbdx2 fcd0.002 = := se armeaza la procentul minim min0.01 = min0.0101 =reazemul 2-3 : se armeaza la procentul minim Mr23.corbdx2 fcd0.003 = :=min0.01 = min0.0101 =reazemul 1-3 : se armeaza la procentul minim Mr13.corbdx2 fcd0.003 = :=min0.01 = min0.0101 =Armarea consolei :cMconsolabdx2 fcd0.002 = := c0.0101 :=Accb dxfcdfyd 6.038 cm2 = :=A minb dxfcdfyd 6.038 cm2 = :=Aria de armatura maxima si minima : min0.15% =Asmin20.175cm2 = Asmax0.04b dx 538cm2 = :=A Asmin 0 =Se alege peste tot aria de armatura minima :20/15 cm cu aria efectiva Aef20.94cm2:=Armatura dispusa constructiv se alege : 12/20 cm cu aria efectivaAsc5.65cm2:=Calculul strapungerii :Valoarea maxima se obtine pentru axele 2,3,4,5 :Axa 2 :l2.drT 4.2m = := l2.stT 4.2m = :=Forta de strapungere : VEd.sp 0.6l2.dr 0.5l2.st +( ) 423.247kN = :=- inaltimea radierului pe directie transversala dx134.5 cm =- inaltimea radierului pe directie longitudinalady132.5 cm =8Perimetrul de control :ddxdy+21.335m = :=ui21 m 0.3m 4d + ( )2 + 13.28m = := 1.15 :=Efortul de calcul la strapungere :edVEd.suid 0.027Nmm2 = :=Capacitatea portanta la strapungere a placii fara armatura pentru preluarea eforturilor destrapungere in lungul sectiunii de control considerata :crdc0.181.50.12 = :=11 :=k 1200mmd+ 1.387 = := k 2 < 1 =AslAef20.94 cm2 = :=lxAsl30cm 23 d + ( )d 0.0002 = :=lylx0.0002 = :=eflxly 0.000189 = := ef0.02 < 1 =min0.035 k32fckMPa|

\||12 0.256 = :=rdccrdc1 k 100effckMPa|

\||13 0.12 = :=minrdc> 1 =ed0.027Nmm2 =edMPamin< 1 =Nu este necesara prevederea armaturii pentru preluarea eforturilor din strapungere.Lungimi de ancoraj 20mm =fctk.0.051.5Nmm2:= fctdfctk.0.05c1Nmm2 = :=h11 := h21 :=9fbd2.25h1 h2 fctd 2.25Nmm2 = :=sdfyd300Nmm2 = :=lb.rqd0.25 sdfbd 666.667mm = :=lb.minmax0.3lb.rqd 10 ,100mm , ( )200mm = :=11 := 21 := 31 := 40.7 := 51 :=lbd12 3 4 5 lb.rqd 0.467 m = :=10