calc armare dt1
DESCRIPTION
nTRANSCRIPT
-
Dimensionare si armare diafragma DT1
fck 24.3 N mm2:= cc 1:= c 1.5:= fcd cc
fck
c:=
fctk005 1.43 N mm2:= ct 1:= fctd ct
fctk005
c:=
fyk 355 N mm2:= s 1.15:= fyd
fyk
s:=
fcd 16.2 MPa= - rezistenta de calcul la compresiune pentru C16/20
fctd 0.953 MPa= - rezistenta de calcul la intindere pentru C16/20
fyd 308.7 MPa= - rezistenta de calcul a otelului pentru PC52
fyd1 210 MPa:= - rezistenta de calcul a otelului ptr OB37
Montant 2
N2 2372.33kN:= Ms.2 635kN m:= Qs.2 125.59kN:= Ns.2 2672.19kN:=
h 5.55 m:= He 2.6 m:= H 11 He:= H 28.6 m= b 15 cm:=
lp 0.4 h 0.05 H+:= lp 3.65 m=
- procentul minim de armare a extremitatilor cu PC52 - procentul de armare in camp cu PC52
pmin.ex.A 0.5:= pmin.camp.or 0.25:=
pmin.camp.ver 0.20:=pmin.ex.B 0.4:=
Ab.ef 0.1 h 2 b+( ) b:= Ab.ef 0.128 m2= As.nec pmin.ex.A
Ab.ef
100:= As.nec 6.412 cm
2=
1 10mm:= n1 4:=- Nr de bare
2 12mm:= n2 4:=
As.ef n1 1
2
2
n2 2
2
2
+:=
As.ef 7.665 cm2= aleg 410 + 412 PC52
a0.1
2h:= a 27.75 cm= ai 490cm:=
h0 h a:= h0 5.272 m= Aa 9.23cm2:= - 610 + 412
ha h0 a:= ha 4.995 m= Aaa 7.665cm2:= - 410 + 412
- valori constructivehai h0 ai:= hai 0.372m= Aai 6.09cm
2:= - 210 + 412
-
0.85 He
77.5cm2.852= 1:= - coef.de flambaj in functie de lungime de flambaj si grosime
AbcN2 Aai fyd Aaa fyd+ Aa fyd
fcd :=
Abc 0.132 m2= x
Abc b2
b:= x 0.729m= - zona comprimata
ym2 243.5cm:= - bratul de parghie N
L2 2.35m:= - distanta dintre centrele de greutate montant - diafragma
Mcap.2 Aaa fyd ha Aai fyd hai b h0b
2
x h0x
2
+
b fcd + N2 ym2 a( ):=Mcap.2 6.583 10
3 kN m= Montant 1
N1 1677.29kN:= Ms.1 164.744kN m:= Qs.1 101.13kN:= Ns.1 2258kN:=
h 4.9 m:=
lp 0.4 h 0.05 H+:= lp 3.39 m= - inaltimea zonei plastice
Ab.ef 0.1 h 2 b+( ) b:= Ab.ef 0.119 m2= As.nec pmin.ex.A
Ab.ef
100:= As.nec 5.925 cm
2=
1 10mm:= n1 2:=- Nr de bare
2 12mm:= n2 4:=
As.ef n1 1
2
2
n2 2
2
2
+:=
As.ef 6.095 cm2= aleg 210 + 412 PC52
a0.1
2h:= a 24.5 cm= ai 0cm:=
h0 h a:= h0 4.655 m= Aa 9.23cm2:= - 610 + 412
ha h0 a:= ha 4.41 m= Aaa 6.09cm2:= - 210 + 412
- valori constructivehai h0 ai:= hai 4.655m= Aai 0cm
2:=
0.85 He
1.1751.88 m= 1:= - coef.de flambaj in functie de lungime de flambaj si grosime
AbcN1 Aai fyd+ Aaa fyd+ Aa fyd
fcd :=
Abc 0.098 m2= x
Abc b2
b:= x 0.5 m= - zona comprimata
ym1 286cm:= - bratul de parghie N
L1 325cm:= - distanta dintre centrele de greutatemontant - diafragma
Mcap.1 Aaa fyd ha Aai fyd hai+ b h0b
2
x h0x
2
+
b fcd + N1 ym1 a( ):=Mcap.1 3.468 10
3 kN m=
-
H02
311 He:= H0 19.067 m=
Mcap.1 Mcap.2+ Ns.1 L1+ Ns.2 L2+
Qs.1 Qs.2+( ) H0:=
5.475=
Forta taietoare in montanti
n 11:= kQ 1 0.03 n+:= 1.2 kQ< 1.5< 1=
Q kQ Qs.1 Qs.2+( ):= Q 2 103 kN=Q1 kQ Qs.1( ):= Q1 736 kN= h 4.9 m:= x 0.5m:= - montant 1
VERIFICAREA SECTIUNII DE BETON
lim 0.1 2+( ):= x
hlim< 1=:=
Q1 2 b h fctd( ) 1=
CALCULUL ARMATURILOR LONGITUDINALE SI TRANSVERSALEM1
h 4.9 m:=
a0.1
2h:= a 24.5 cm= ai 0cm:=
h0 h a:= h0 4.655 m=
ha h0 a:= ha 4.41 m=
hai h0 ai:= hai 4.655m= h1 62.5cm:= h2 0cm:=
Aai 0cm2:= - 1612
bp 77.5cm:= 0.85 He
bp2.852= 1:=
0.214:= lim 0.55:=
Given
N1 Ns.1+ h0 h1+ h2+( ) b fcd Aailim
ai
h01.25
1 1.25 lim
fyd
=
Find ( ) 0.214=
h0 h1+ h2+( ) b fcd Aailim
ai
h01.25
1 1.25 lim
fyd
3.939 103 kN=
N1 Ns.1+ 3.935 103 kN=
ailim
ai
h01.25
1 1.25 lim
fyd:= ai 679.13 MPa= fyd ai fyd 0=
-
x h0:= x 0.996m= kM 1:=
Aa
Ms.1 kM N1 Ns.1+( ) h0 ym1( )+ Aai ai hai+ x h0x
2
h1 h0b
2
+ h2 hai+
b fcd
fyd ha:=
Aa 0< 1= - armare constructiva cu procent minim de armare Aa 66.497 cm2=
VERIFICARE LA FORTA TAIETOARE
QB 0.6 b h fctd( ):= Q 1.651 103 kN=Aa.nec1
Q QB
0.8 fyd:= Aa.nec1 49.831 cm
2= - armare necesara orizontala
Aa.nec0Aa.nec1
h:=
Aa.nec0 10.17 m1
cm2=