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DESCRIPTION
Beton calcul planseu
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L1 2.8
L2 8.4
B 6.1
gk,rest 12Live load qk 7.5
concrete class C25/30 25fyk 420
lp 2.8B/lp 2.178571429 >2
hslab,min 0.08
hmin,sb
h/b=1.5..3
b h/1.5 h/3
bG
bsb
bc #VALUE!
hc #VALUE! #VALUE!
gama BA 25
Loads
dead Placa BA gk,pl 2
gk,rest 12
live qk,u 7.5 kn/m2
qk,PD 1.2 kN/m
lc=lp-bsb 2.4 [m]
Pd 31.95
fcd 16.66666667
fyd 365.2173913
popt 0.5
ω 0.109565217
μ 0.103562949
dasdas
1 16.73018182
2 13.14514286
3 11.502
dnec 98.45182053
hp,nec 128.6204764
ds 25
cnom 20
cdev 5
∅ 10
cmin,dur 15
cmin 15
cm m
hslab 11 0.11
Loads
dead Placa BA gk,pl 2.75
gk,tenc 0.38
gk,floor 12
live qk,u 7.5 kn/m2
qk,PD 1.8 kN/m
Pd 34.3755
1 18.00026182
2 14.14306286
3 12.37518
dnec 102.1204764
ds 26.5
cnom 20
cdev 5
∅ 13
cmin,dur 15
cmin 15
hp,nec 128.6204764
9
3 250
element type
support width
PreCOMPRIMAT
14 105
2 80
4 XC3
4 39
7 40-01-05
3 45/55
1 R
2 1860
180000
1
3 6
xi 296.74 mm
xs 453.26 mm
Ac 345000 mm2
Ap 1624 mm2 6*7fi4=6*88
Ix 15408831522 mm4
Iy 9587500000 mm4
Wi (Ix/xi) 51927045.64 mm3
Ws(Ix/xs) 33995568.82 mm3
tT 1.444827 days
teq 163.7193 hours
fck 45 N/mm2
fcm 53 N/mm2
fctm 3.8 N/mm2
fctm(t)
fcm(t)=βcc(t)*fcm 26.83881697 =fcm(1.444827)
βcc(t) 0.506392773
s 0.2
t=tT 1.444827
Ecm 36000 N/mm2
Ecm(t)=(fcm(t)/fcm)^0.3*Ecm 29352.74694
εcs=εcd+εca 0.000344273
εcd,∞=kh*εcd,0 0.000256773
h0 237.9310345 mm
u 2900 mm
kh 0.813 mm
εcd,0 0.000315834
betaRH 0.7564
alfa ds1 6
alfa ds2 0.11
RH0 100 %
prestressing stand length
humidity
Slipping in anchorage
steel class
E
steel strength
cement type
concrete class
techgraph type
life-cycle
exposure class
RH 80 %
fcm0 10 N/mm2
εca(∞) 0.0000875
f(∞,t0) 1.8
4. Characteristics of the prestressing reinforcement
fpd=fp0.1k/γs 1617.391304 N/mm2
fp0.1k 1860 N/mm2
γs 1.15
ρ1000 8 %
5.Prestressing force during tensioning
5.1 Maximum stressing force
ρmax=Ap*σpmax 2416512 N
σpmax 1488 N/mm2
6.1 Losses in anchorage
∆σsl=((λ1+λ2)/Lp)*Ep 10.28571429
λ1 6
λ2 0
Lp 105000
∆Psl=Ap*∆σsl 16704
6.2 Relaxation of the steel
σpl=σpmax-∆σsl 1477.714286
μ=σpl/fpk 0.794470046
t 20
∆σpr 71.96432821 N/mm2
teq 163.7193 hours
∆Pr=Ap*∆σpr 116870.069 N
6.3 Heat curing
Tmax 40 C
T0 20 C
αc 0.00001
∆PѲ=0.5*Ap*Ep*αc*(Tmax-To) 29232
7. Elastic deformation of the concrete at transfer
Pint,erm=Pmax-∆Psl-∆Pr-∆PѲ 2253705.931
simplified method
σcp=(Pint,erm/Ac)+(Pint,erm*e/Ix)*e 12.19143622 N/mm2
e= 196.7
The exact method
αe=Ep/Ecm(tT) 6.132305107
r=sqrt(Ix/Ac) 211.3368869 mm
σp int,erm=Pint,erm/Ap 1387.749958 N/mm2
σcp 13.24936956 N/mm2
∆σel=σcp*αe 81.24917661 N/mm2
∆Pel=Ap*∆σel 131948.6628 N
σpm0=(Pint,erm/Ap)-∆σel 1306.500781 N/mm2
Pm0=Ap*σpm0 2121757.268 N
1306.500781 <= 1395 TRUE
8. Static design
ѱ1 0.5
ѱ2 0.4
lcalc 7.48 m
gk 950 daN/m
grest,k 8125 daN/m
Sk 2370 daN/m
Load
Combination
9.Verification of stresses at transfer
9.1 Design of normal stresses in the section 1-1
1.392166228
13.41747838
2.996182532
9.2 Design of normal stresses in the section 2-2
d=xs+e 649.96 mm
ldisp=Sqrt(lpt2+d2) 2220.762266
α1 1.25 sudden release
α2 0.19 7 wire strands
∅ 192 total diameter of tendons
lpt=α1*α1*∅*σpm0/fbpt 2123.519965
fbpt=ηp1*η1*fctd 28.05551
ηp1 3.2 7 wire strands
η1 0.7 other than good bond
fctd(t)=αct*0.7*fctm(t)/γc 12.52478125
αct 1
self weight
rest of permanent
variable
Fundamental
Characteristic
Frequent
Quasi-permanent
σcb=(Pmo/Ac)+(Pmo*e-Mself,k)/Wi
σct=(Pmo/Ac)-(Pmo*e-Mself,k)/Ws
σcp=(Pmo/Ac)+(Pmo*e-Mself,k)/Ix*e
lpt1=0.8*lpt 1698.815972
lpt2=1.2*lpt 2548.223958
9.22 computation of the bending moment from self weight in the section 2-2
Mself,k2-2=(gself,k*Lcalc*ldisp)/2 78903683.31
9.2.3 Design and verification of the unit stresses in section 2-2
16.10561184 N/mm2
12.6677416 N/mm2
10. Final losses pf prestress
σcp 13.24936956
σc,QP 4.300965371
σPi 1328.005608
αe=Ep/Ecm 5 Lifecycle
Ecm 36000
∆σpr
sa copiezi formula aia mare din indrumator la pagina 26 inceput
∆Ps+c+r 645127.4529 N
Pm∞=Pm0-∆Ps+c+r 1476629.815 N
11.1 Verification for σct
exposuce class XC3
14.49342961 <0.45*fck=
11.2 Verification for σcb
σct=(Pmo/Ac)-(Pmo*e-Mself,k2-2)/Ws
σcb=(Pmo/Ac)+(Pmo*e-Mself,k2-2
)/Wi
σct=(Pmo/Ac)-(Pmo*e-MEQP)/Ws
0.687763088 >=0σcb=(Pmo/Ac)+(Pmo*e-Mself,k)/Wi
n 6
H 5.2
[cm]average rounded value
hmin,G #VALUE!
15
hopt,G #VALUE!
hopt,sb #VALUE!
bG #VALUE!
bsb 40
gd,pl 2.7
gd 18.9
gd,rest 16.2
qd,u 11.25
qd,PD 1.8 qd 13.05
kNm
kNm
kNm
130 >Hpred
cmin,b
gd,pl 3.7125
gd,tenc 0.513 gd 20.4255
gd,floor 16.2
qd,u 11.25
qd,PD 2.7 qd 13.95
kNm
kNm
kNm
cmin,b
130 OK
mm
PreCOMPRIMAT
m
years
N/mm2
mm
8*7fi5=8*137
ltrans 7.73
Characteristic values
daNm
daNm
daNm
Mode of combination
gself,kMself,k=(gself,k*l2)/8
6644.11
Bending moment in section 1-1
grest,kMrest,k=(grest,k*l2)/8
56824.625
qkMS,k=(sk*l
2)/8
16575.306
80044.041
71756.388
70098.8574
110545.7513
Bending moment in section 1-1
< 26.83882
< 27
341640 hours
323.2603146
20.25