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