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Calculul armaturii pentru placa din beton armat in domeniul plastic

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Calculul armaturii pentru placa din beton armat in domeniul plastic

P₁	P₉	P₅	P₆
P₁	P₃	Casa scari	P₈
P₂	P₄	P₇	P₈

Placa P₁

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala calda : δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
δ_parghet ·γ_lemn=4.8	1.1	5.28
Incarcarea utila: 150 daN/m²	1.4	210

=760.5 daN/m²

λ=l_max/l_min=1.71< 2 =>placa este armata pe doua directi

²=2.94

4.93 cm²

=0.85 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

1.77 cm²=>

z₂=9.45

=>0,52 cm²/m =>5 Φ 8/m

=9.87 cm² =>

1.71 cm²/m => 5Φ 10/m

3.54 cm²=>

1.059 cm²/m =>5Φ 10/m

Placa P₂

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala calda: δ_sapa·γ_mortar=0.04·2100=63	1.3	81.9
_δparchet ·γ_lemn=0.01·480=4.8	1.1	5.28
Incarcarea utila:150 daN/m²	1.4	210

=713,63daN/m²

λ=l_max/l_min=4.25/3.25=0.40 < 2 =>placa este armata pe doua directi

0.161

0.6852 cm²

=0.161 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

4.49 cm²=>

z₂=9.45

=>1.384 cm²/m =>5 Φ 8/m

=1.37 cm² =>

0.322 cm²/m => 5Φ 10/m

9.05 cm²=>

2.786 cm²/m =>5Φ 10/m

Placa P3

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.02·1900=42	1.3	54.6
_δgresie·γ_gresie=22.5	1.1	24.75
Incarcarea utila:150 daN/m²	1.4	210

=705.8daN/m²

λ=l_max/l_min=1 < 2 =>placa este armata pe doua directi

₁

=>181.42 daN/m

=0.5 =>==181.42 daN/m

=181.42 daN/m

=>1088,08=12

=>=90.71 daN/m

0.302 cm²

=0.140 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

0.319 cm²=>

z₂=9.45

=>0.148 cm²/m =>5 Φ 8/m

=0.605 cm² =>

0.281 cm²/m => 5Φ 10/m

0.639 cm²=>

0.290 cm²/m =>5Φ 10/m

0.605 cm²

0.281 cm²/m =>5Φ 10/m

0.639 cm²=> =>5Φ 10/m

Placa P 4

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.02·1900=42	1.3	54.6
_δgresie·γ_gresie=22.5	1.1	24.75
Incarcarea utila:150 daN/m²	1.4	210

=701.9daN/m²

λ=l_max/l_min=4.25/2.15=1.97 < 2 =>placa este armata pe doua directi

_3.88

=0.5 =>=daN/m

=>2866.003=7.03

=>=407.68daN/m

=>=105.07daN/m

==815.36 daN/m

=210 daN/m

cm²

=0.320cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

0.370 cm²=>

z₂=9.45

=>0.172 cm²/m =>5 Φ 8/m

=2.72 cm² =>

0.640 cm²/m => 5Φ 10/m

0.740 cm²=>

0.344 cm²/m =>5Φ 10/m

0.391 cm²

0.0.344 cm²/m =>5Φ 10/m

Placa P5

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.20·2500=500	1.1	550
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Perete despartitor g_perete·H_perete·1.00·0.9/S_camera=.= 44.21 daN/m²	1.2	53.052
Incarcarea utila:150 daN/m²	1.4	210

=1789.58daN/m²

λ=l_max/l_min=3.1/3.09=1.003 < 2 =>placa este armata pe doua directi

1.006

=0.5 =>=

=>6649.09=7.88

=>=843.79 daN/m

=>=838.76 daN/m

=>=1687.58 daN/m

=>=1677.52 daN/m

2.81 cm²

=0.911 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

2.95 cm²=>

z₂=9.45

=>0.954 cm²/m =>5 Φ 8/m

=5.63 cm² =>

1.82 cm²/m => 5Φ 10/m

5.63 cm²

1.82 cm²/m =>5Φ 10/m

5.95 cm²=>

=>5Φ 10/m

1.92 cm²/m =>5Φ 10/m

Placa P 6

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.20·2500=500	1.1	550
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Perete despartitor g_perete·H_perete·1.00·0.9=300·2.67·1.00·0.9= 720.9 daN/m	1.2	865.08
Incarcarea utila:150 daN/m²	1.4	210

=1789.58daN/m²

λ=l_max/l_min=3.5/3.09 < 2 =>placa este armata pe doua directi

1.283

=0.5 =>=

=>10551.27=7.88

=>=1338.99 daN/m

=>=1043.64 daN/m

=>=2677.98 daN/m

=>=2092.17 daN/m

4.47 cm²

1.45 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

3.68 cm²=>

z₂=9.45

=>1.051 cm²/m =>5 Φ 8/m

8.935 cm²

2.89 cm²/m =>5Φ 10/m

7.379 cm²=>

=>5Φ 10/m

2.108 cm²/m =>5Φ 10/m

Placa P7

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	357.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Incarcarea utila:150 daN/m²	1.4	210

=728.1daN/m²

λ=l_max/l_min=3.25/4.25=0.76 < 2 =>placa este armata pe doua directi

0.5776

=0.5 =>=

=>6027.68=10

=>=602.768 daN/m

=>=1043.57 daN/m

=>==1205.53daN/m

=>=2411.07 daN/m

2.01 cm²

=0.473 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

3.68 cm²=>

z₂=9.45

=>1.132 cm²/m =>5 Φ 8/m

=4.02 cm² =>

0.94 cm²/m => 5Φ 10/m

4.02 cm²

1.23 cm²/m =>5Φ 10/m

8.51 cm²=>

=>5Φ 10/m

2.61 cm²/m =>5Φ 10/m

Placa P8

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Incarcarea utila:150 daN/m²	1.4	210

=697daN/m²

λ=l_max/l_min=3.65/6.65=0.548 < 2 =>placa este armata pe doua directi

0.301

=0.5 =>=

=>11044.03=24.01

=>=459.97 daN/m

=>=1533.25 daN/m

=>=919.95 daN/m

=>=3066 daN/m

1.53 cm²

0.230 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

5.40 cm²=>

z₂=9.45

=>1.48 cm²/m =>5 Φ 8/m

3.24 cm²

0.487 cm²/m =>5Φ 10/m

3.24 cm²=>

=>5Φ 10/m

2.96 cm²/m =>5Φ 10/m

Placa P9

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Perete despartitor g_perete·H_perete·1.00·0.9=300·2.67·1.00·0.9= 720.9 daN/m	1.2	865.08
Incarcarea utila:150 daN/m²	1.4	210

=1565.58daN/m²

λ=l_max/l_min=2.15/2.15=1 < 2 =>placa este armata pe doua directi

1.00

=0.5 =>=

=>2593.22=10

=>=259.32 daN/m

=>=518.64daN/m

=>=518.64 daN/m

=> =518.64 daN/m

0.866 cm²

=0.402 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

0.915 cm²=>

z₂=9.45

=>0.425 cm²/m =>5 Φ 8/m

=1.73 cm² =>

0.804 cm²/m => 5Φ 10/m

1.73 cm²

0.804 cm²/m =>5Φ 10/m

1.82 cm²=>

=>5Φ 10/m

0.850 cm²/m =>5Φ 10/m

P₁		P₂		P₃
P₁		Casa scari	P₇
P₄	P₅	P₆	P₇

Calculul placii peste parter

Placa P₁

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece : q^r+c_pard==	1.3	143.28
Pereti despartitori: g_perete·H_perete·1.00·0.9==608.161	1.2	729.79
Incarcarea utila:150 daN/m²	1.4	210

=1495.63 daN/m²

λ=l_max/l_min=5.75/5.75=1< 2 =>placa este armata pe doua directi

²=1.00

19.76 cm²

=3.43 cm²/m =>7.5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

h₀₁=h_pl-(a+ Ф/2)=11.1 cm

20.88 cm²=>

z₂=9.45

=>3.66 cm²/m =>7.5 Φ 8/m

=39.53 cm² =>

6.87 cm²/m => 5Φ 10/m

41.78 cm²=>

7.26 cm²/m =>5Φ 10/m

Placa P 2

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Incarcarea utila:150 daN/m²	1.4	210

=726.63daN/m²

λ=l_max/l_min=3.35/3.25=1.03 < 2 =>placa este armata pe doua directi

1.06

=0.5 =>==975.14 daN/m

=>4349.19=8.92

=>=487.57 daN/m

=>=459.97 daN/m

=>=975.14 daN/m

1.63 cm²

=0.485 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

1.62 cm²=>

z₂=9.45

=>0.498 cm²/m =>5 Φ 8/m

=3.25 cm² =>

0.971 cm²/m => 5Φ 10/m

3.25 cm²

1.00 cm²/m =>5Φ 10/m

3.435 cm²=>

=>5Φ 10/m

1.05 cm²/m =>5Φ 10/m

Placa P 3

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Perete despartitor g_perete·H_perete·1.00·0.9/S_camera=300·2.67·1.00·0.9/24.455= =29.55 daN/m	1.2	35.45
Incarcarea utila:150 daN/m²	1.4	210

=785.455daN/m²

λ=l_max/l_min=3.65/3.35=1.08 < 2 =>placa este armata pe doua directi

1.18

=0.5 =>=

=>5582.68=6.527

=>=855.32 daN/m

=>=724.84 daN/m

=>=1710.64 daN/m

=>=1439.94 daN/m

2.85 cm²

0.851 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

2.56 cm²=>

z₂=9.45

=>0.701 cm²/m =>5 Φ 8/m

5.71 cm²

1.70 cm²/m =>5Φ 10/m

5.07 cm²=>

=>5Φ 10/m

1.39 cm²/m =>5Φ 10/m

Placa P4

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	375.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala calda: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δparchet ·γ_lemn=0.01·480=4.8	1.1	5.28
Incarcarea utila:150 daN/m²	1.4	210

=721.35daN/m²

λ=l_max/l_min=4.25/3.35=1.3 < 2 =>placa este armata pe doua directi

1.70

2.67 cm²

=0.628 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

1.65 cm²=>

z₂=9.45

=>0.507 cm²/m =>5 Φ 8/m

=5.35 cm² =>

1.25 cm²/m => 5Φ 10/m

3.34 cm²=>

1.02 cm²/m =>5Φ 10/m

Placa P5

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	357.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala rece: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δgresie·γ_gresie=22.5	1.1	24.75
Pereti despartitori q_perete·Hperete·1.00·0.9/s_camera	1.2	25.31
Incarcarea utila:150 daN/m²	1.4	210

=753.41daN/m²

λ=l_max/l_min=3.25/4.25=0.76 < 2 =>placa este armata pe doua directi

λ=1.97

=0.5

=>=

=>3076.32=10.51

=>=292.70 daN/m

=>=75.06 daN/m

=>==585.4daN/m

=>=1170.8 daN/m

0.976 cm²

=0.225 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

0.264 cm²=>

z₂=9.45

=>0.124 cm²/m =>5 Φ 8/m

=1.95 cm² =>

0.459 cm²/m => 5Φ 10/m

1.95 cm²

0.459 cm²/m =>5Φ 10/m

4.12 cm²=>

=>5Φ 10/m

1.921 cm²/m =>5Φ 10/m

Placa P6

Tipul incarcarii	Coeficientul incarcarii	Tipul incarcarii
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	357.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala calda: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δparchet·γ_lemne=4.8	1.1	5.28
Incarcarea utila:150 daN/m²	1.4	210

=708.63daN/m²

λ=l_max/l_min=4.25/3.25=1.3 < 2 =>placa este armata pe doua directi

=0.5

=>=

=>5925.54=8.33

=>=711.35 daN/m

=>=415.99 daN/m

=>==1422.7daN/m

=>=836.88 daN/m

3.37 cm²

=0.558 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

1.467 cm²=>

z₂=9.45

=>0.451 cm²/m =>5 Φ 8/m

=4.74 cm² =>

1.116 cm²/m => 5Φ 10/m

4.74 cm²

1.116 cm²/m =>5Φ 10/m

2.95 cm²=>

=>5Φ 10/m

0.908 cm²/m =>5Φ 10/m

Placa P7

Tipul incarcarii	Coeficientul incarcarii	Incarcarea de calcul
Greutate proprie placa: h_pl∙γ_b.a=0.13·2500=325	1.1	357.5
Tencuiala : 0.15·γ_mortar=0.015·1900=28.5	1.3	37.05
Pardoseala calda: δ_sapa·γ_mortar=0.04·1900=76	1.3	98.8
_δparchet·γ_lemn=0.01·480=4.8	1.1	5.28
Perete despartitor; g_pl·H_perete·1.00·0.9/S_camera=13.01	1.2	15.61
Incarcarea utila:150 daN/m²	1.4	210

=724.24daN/m²

λ=l_max/l_min=6.85/3.52=1.94 < 2 =>placa este armata pe doua directi

3.78

=0.5 =>=

=>12767.52=5.04

=>=2533.23 daN/m

=>=670.16 daN/m

=>=5066.47 daN/m

=>=1340.32 daN/m

8.45 cm²

2.39 cm²/m =>5Ф8/m

z₁=0.9 h₀₁=0.9·11.1=9.99 cm

2.36 cm²=>

z₂=9.45

=>0.670 cm²/m =>5 Φ 8/m

16.90 cm²

2.46 cm²/m =>5Φ 10/m

4.73 cm²=>

=>5Φ 10/m

1.34 cm²/m =>5Φ 10/m

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