CALCULUL SCARA DIN BETON ARMAT MONOLIT

CALCULUL SCARA DIN BETON ARMAT MONOLIT

CALCULUL RAMPEI:

Evaluarea incarcarilor:

Incarcari permanente:

-greutate proprie placa rampa:

h^r_pl·γ_b.a·1.1=0.13·2500·1.1=357.5

-greutate proprie trepte:

h^tr_ech·γ_b.s·1.1=0.0734·2400·1.1=193.776 daN/m

A_triunghi=A_dreptunghi

-greutate finisaj trepte:

h_ech^finisaj.· γ_mozaic ·1.3=0.138.·2350·1.3=421

2 A_patrat= A_dreptunghi

b_tr    ·4 cm+h_tr·2 cm=h_ech^finisaj·

= h_ech^finisaj=0.138 m.

-tencuiala rampa:

0.015· γ_mortar·1.3=0.015·1900·1.3=37.05

=1009.32 daN/m²

Incarcarea temporare:

Incarcarea utila:

=300·1.4=420 daN/m²

l_r^'==2.60

=0.648

=32.94

cos=0.83

g=g^'·l_t·cos=1009.32·0.83·0.9=837.73 daN/m²

p=p^'·l_t·cos²=420 0.83)²·0.9=289.33 daN/m²

M===952 daN/m

z=0.9·h₀

h₀=13-=11.1 cm

A_a===3.17 cm² =>510 cm/m

Calculul podestului de nivel curent:

A .Evaluarea incarcarilor:

• Incarcarii permanente:

-greutate proprie placa de podest:

h^podest_placa··1.1=0.15·2500·1.1= daN/m²

-greutate mozaic turnat:

0.05·2300·1.3=149.5 daN/m²

-tencuiala:

0.015·1900·1.3= daN/m²

daN/m²

Incarcari temporare:

-utila:

300·1.4= daN/m²

daN/m²

q=g+p=599+420= daN/m²

P=q·l_x·l_y=1019·0.7·2.1= daN/m²

l_x =70 cm

l_y =2.10m

m_xr=12.62

m_xm=23.68

m_ym=27.94

M_xr==118.69

A_axr^A = =0.356

M_xm==63.25

A_axm^A = =0.189

M_ym==53.61

A_aym^A = =0.160

Cazul B:

Incarcarea din reactiunea rampei pe 1m liniar de latura libera rezulta:

q_c=g^'·l_t·l_r/2+(p^'·l_t)·l_r/2=1009.32·1.00·2.60/2+420·1.00·2.16/2=

=1312.1+453.60=1765.7 daN/m²

S=q_c·l_x=1765.7·2.10=3707.9 daN

0.34

m_xr=6.38

m_xm=1.38

m_ym=5.4

M_xr==581.1 daN/m

A_axr^B=1.74 cm²

M_xm==304.42 daN/m

A_axm^B=0.91 cm²

M_ym==38.46 daN/m

A_aym^B=0.115 cm²

A_axr^total= A_axr^A+ A_axr^B=0.356+1.74=2.09 cm² =>5

A_axm^total= A_axm^A+A_axm^B=0.91+0.189=1.09 cm² =>5

A_aym^total= A_aym^A+ A_aym^B=0.115+0.160=0.275 cm²    =>5

Calculul podestului intermediar:

Cazul de incarcare A:

q=g+p=1019 daN/m²

P=q·l_x·l_y=1019·0.7·2.1= daN/m²

l_x =70 cm

l_y =2.10m

m_xr=12.62

m_xm=23.68

m_ym=27.94

M_xr==118.69

A_axr^A = =0.356

M_xm==63.25

A_axm^A = =0.189

M_ym==53.61

A_aym^A = =0.160

Cazul B:

Incarcarea din reactiunea rampei pe 1m liniar de latura libera rezulta:

q_c=g^'·l_t·l_r/2+(p^'·l_t)·l_r/2=1009.32·1.00·2.60/2+420·1.00·2.16/2=

=1312.1+453.60=1765.7 daN/m²

S=q_c·l_x=1765.7·2.10=3707.9 daN

0.34

m_xr=6.38

m_xm=1.38

m_ym=5.4

M_xr==581.1 daN/m

A_axr^B=1.74 cm²

M_xm==304.42 daN/m

A_axm^B=0.91 cm²

M_ym==38.46 daN/m

A_aym^B=0.115 cm²

A_axr^total= A_axr^A+ A_axr^B=0.356+1.74=2.09 cm² =>5

A_axm^total= A_axm^A+A_axm^B=0.91+0.189=1.09 cm² =>5

A_aym^total= A_aym^A+ A_aym^B=0.115+0.160=0.275 cm²    =>5