1. Incarcare greutate proprie acoperis

H = 8.4 mL = 13.4 mh per = 0.18 mL total = 13.58 mLungime = 85.33 mL int = 2.00 mb max EA = 1.9 mnr. EA = 45 elementeb min EA = 0.28 mb med EA = 1.1 m

ϒba = 25

a) greutate 1 element de acoperis

h t = 0.1 mb i = 0.15 mh = 0.5 mL EA = 11.58 mgp 1 EA = 49.22 kN

b) greutate elemente de acoperis

gp EA = 2214.68 kN

c) incarcarea din acoperis

A = 566.79

q EA = 3.91

2. Incarcare izolatii

q iz = 0.50

3. Incarcare zapada

s o,k = 2.00μ = 0.80Ce = 1.00Ct = 1.00

s k = 1.60

4. Incarcare pereti

L per = 13.49 mhcent=bcent = 0.3 mg per = 3394.64 kNq per = 40.05 kN/m

5. Incarcare izolatie pereti

ϒ CPP = 18.5L per = 13.49 mb CPP = 0.075 mg iz per = 987.88 kNq iz per = 11.66 kN/m

6. Incarcare stalp central

q st = 8.35

kN/m3

m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m3

kN/m2

Calculul presiunilor maxime

= 8.40 m

= 13.4 m

= 4738.48

= 0.24 g

= 1.6 s

g = 9.81

1. Calculul presiunii impulsive

= 1.4ρ = 1 t/m3q = 1.5β(T) = 2.75

= 0.50 mH = 7.90 m

Ag(T) = 6.04ϒ = 0.63

pi = 0.33ζ = 0.6z = 4.74 m

= 0.77 tabel

= 36.74

2. Calculul presiunii convective

= 1.841

= 5.531

= 8.536

= 1.45 0.582 ?

= 2.10 11.059 ?

= 1.05 rad/s

= 5.98 sβ(T) = 0.25 (P100/2006)η = 1.38q = 1

= 1.14

= 4.34 ?

3. Presiunea data de componenta verticala a actiunii seismice

= 3χ = 0

Av(t) = 4.61

= 36.43

4. Presiunea data de masa inertiala a peretilor

= 2.25 t/m3s = 0.18 m

= 2.45

5. Presiunea hidrodinamica maxima

= 54.45

= 53.68

= 77.45

= 131.90

Hrez

Lrez

Vrez m3

ag

Tc

m/s2

ϒI

dmax

m/s2

kN/m2

Ci(ξ,ζ)

pi(ξ,ζ,ϴ,t) kN/m2

λ1

λ2

λ3

J1(λ1ξ)

ψ1

ωc1

Tc1

Ac1(T) m/s2

pc(ξ,ζ,θ,t) kN/m2

β0v(t)

m/s2

pvr(ς,t) kN/m2

ρs

pw kN/m2

pmax kN/m2

pmax SRSS kN/m2

pmax,static kN/m2

pmax,calcul kN/m2

Eforturi obtinute din model Valori model ag=0.20g, H=8.20 m, R=14.00 m

z p static p seism p maxm kN kNm kN kNm kN kNm kN kNm kN kNm kN kNm

0.00 0.00 54.45 54.45 9.97 0.39 748.99 0.03 748.99 0.39 9.06 0.35 680.9 0.03 680.9 0.351.05 10.30 54.45 64.75 182.16 0.46 891.63 0.70 891.63 0.70 165.60 0.42 810.57 0.64 810.57 0.642.10 20.60 54.45 75.05 339.00 0.63 1046.38 1.38 1046.38 1.38 308.18 0.57 951.25 1.25 954.25 1.253.15 30.90 54.45 85.35 534.33 1.09 1242.75 1.52 1242.75 1.52 485.75 0.99 1129.77 1.38 1129.77 1.384.20 41.20 54.45 95.65 750.18 -1.01 1463.12 1.67 1463.12 1.67 681.98 -0.92 1330.11 1.52 1330.11 1.525.25 51.50 54.45 105.95 918.87 -7.84 1610.00 11.81 1610.00 11.81 835.34 -7.13 1463.64 10.74 1463.64 10.746.30 61.80 54.45 116.25 868.90 -16.96 1427.87 -24.78 1427.87 -16.96 789.91 -15.42 1298.06 -22.53 1298.06 -22.537.35 72.10 54.45 126.55 429.51 -9.47 684.43 12.11 684.43 12.11 390.47 -8.61 622.21 11.01 622.21 11.018.40 82.40 54.45 136.85 -19.43 53.71 -22.02 83.28 -19.43 83.28 -17.67 48.83 -20.02 75.71 -20.02 75.71

c = 1.1* c - coeficient de masluire

Nϴ GF Mx GF Nϴ GS Mx GS Nϴ Mx Nϴ GF Mx GF Nϴ GS Mx GS Nϴ Mx

kN/m2 kN/m2 kN/m2

1. Armare orizontala pereti

= 1860

= 1640

= 1488

z P Ap nec Toron nr. / m φ A ef Armatura

m kN buc. mm

0.00 748.99 503.35TBP12

8 4 703.72TBP12/131.05 891.63 599.21 8 4 703.72

2.10 1046.38 703.21 8 4 703.723.15 1242.75 835.18

TBP15

8 5 1099.56

TBP15/134.20 1463.12 983.28 8 5 1099.565.25 1610.00 1081.99 8 5 1099.566.30 1427.87 959.59 8 5 1099.567.35 684.43 459.97 TBP12 7 4 615.75 TBP12/158.40 -19.43 -13.06 TBP9 5 3 247.40 TBP9/20

2. Armare verticala pereti

a = 25 mm

= 0.002b = 1000 mmd = 180 mm

= 360nr. randuri = 2

= 720φ = 10 mmnr. bare / m = 5

= 785.40Aleg armare cu 2 x 5 φ 10 / m

3. Calculul pierderilor de tensiune reologice pentru Pmax (1 toron)

= 137.44

= 204.52 kN

a) pierderi datorate relaxarii initiale

= 2.5μ = 0.80t = 2160 h

= 0.06

= 86.88

= 11.94 kN

b) pierderi dependente de timp (din curgere lenta si contractie)

t = 90 zile

= 0 zileP = 620 mm

Ac = 23400

= 75.48 mm

= 0.77RH = 80

= 100

= 0.7564

= 3

= 0.13

= 10

= 38

= 0.00022

= 0.9

= 0.00015

= 0.85004

fck = 30

= 0.00005

= 4.250E-05

= 0.00019

c) determinarea coeficientului de fluaj

= 0.944

= 0.984

= 0.960

= 1.423

= 2.725t0 = 12 zile

= 0.607

= 2.356

= 363.226

= 0.595ϕ(t,t0) = 1.401

d) scurtarea elastica a betonului

= -8.74

e) determinarea pierderii reologice de tensiune

Ep = 195000

Ecm = 33000

Ici = 63000000zcp = 65 mm

= 150.91

= 20.74 kNP = 183.78 kNε = 10.14 %

fpk N/mm2

fp0.1k N/mm2

σp,max N/mm2

mm2 mm2

ρmin

As,nec 1 rand mm2

As,nec mm2

As,ef mm2

Ap mm2

Pmax

ρ1000

ΔσPR/ΔσPI

ΔσPR N/mm2

ΔPR

ts

mm2

h0

βds(t,ts)

RH0

βRH

αds1

αds2

fcmo N/mm2

fcm N/mm2

εcd0

kr

εcd(t)

βas(t)

N/mm2

εca(ᴔ)

εca(t)

εcs

α1

α2

α3

ϕRH

β(fcm)

β(t0)

ϕ0

βH

βc(t,t0)

Δσcep N/mm2

N/mm2

N/mm2

mm4

ΔσP,S+C+R N/mm2

ΔPS+C+R

-200 0 200 400 600 800 1000 1200 1400 1600 18000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

Distributia eforturilor axiale

N [kN]

z [m]

1. Dimensionarea fundatiei de sub stalp Valori model ag=0.20g, H=8.20 m, R=14.00 m

118.29 kN

= 2.00 m 117.19 kNm

A = 190.6

= 178.03 c = 1.1 (coeficient de masluire)

= 1486.57 kN

= 250

= 5.95

Aleg b=h = 2.5 m

= 6.25

2. Dimensionarea fundatiei de sub pereti

= 13.58 mLungime = 85.33 m

= 3.91

= 17.80 kN/m

= 1.60

= 10.86 kN/m

= 130.12 kN

= 128.91 kNm

= 25Aleg b = 2 mAleg h = 1 m

= 50 kN

N = 208.79 kN

M = 128.91 kNm verificare status

W = 1.33

= 201.07 v1 201.07 300 ok

= 7.71 v2 201.07 250 ok

= 250 v3 7.71 250 ok

NEd

Lint MEd

m2

Af m2

Nsc

pconv kN/m2

Af,nec m2

Af,ef m2

Ltotal

qEA kN/m2

NEA

sk kN/m2

Nsk

NEd

MEd

ϒba kN/m3

Nfundatie

pmax pmin 1.2*pconv pconv

m3 kN/m2 kN/m2 kN/m2 kN/m2

pmax kN/m2

pmin kN/m2

pconv kN/m2