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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

P3

Casa scari

P8

P2

P4

P7

Placa P1

Tipul incarcarii

Coeficientul

incarcarii

Incarcarea de calcul

Greutate proprie placa:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala calda :

δsapa·γmortar=0.04·1900=76

1.3

98.8

δparghet ·γlemn=4.8

1.1

5.28

Incarcarea utila:

150 daN/m2

1.4

210

=760.5 daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala calda:

δsapa·γmortar=0.04·2100=63

1.3

81.9

δparchet ·γlemn=0.01·480=4.8

1.1

5.28

Incarcarea utila:150 daN/m2

1.4

210

=713,63daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.02·1900=42

1.3

54.6

δgresie·γgresie=22.5

1.1

24.75

Incarcarea utila:150 daN/m2

1.4

210

=705.8daN/m2

λ=lmax/lmin=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

=>=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.02·1900=42

1.3

54.6

δgresie·γgresie=22.5

1.1

24.75

Incarcarea utila:150 daN/m2

1.4

210

=701.9daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.20·2500=500

1.1

550

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3



98.8

δgresie·γgresie=22.5

1.1

24.75

Perete despartitor

gperete·Hperete·1.00·0.9/Scamera=.=

44.21 daN/m2

1.2

53.052

Incarcarea utila:150 daN/m2

1.4

210

=1789.58daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.20·2500=500

1.1

550

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Perete despartitor

gperete·Hperete·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=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

357.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Incarcarea utila:150 daN/m2

1.4

210

=728.1daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Incarcarea utila:150 daN/m2

1.4

210

=697daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76




1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Perete despartitor

gperete·Hperete·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=lmax/lmin=2.15/2.15=1 < 2 =>placa este armata pe doua directi

1.00

=>

=0.5 =>=

=>2593.22=10

=>=259.32 daN/m

=>=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

Casa scari

P7

P4

P5

P6

Calculul placii peste parter

Placa P1

Tipul incarcarii

Coeficientul

incarcarii

Incarcarea de calcul

Greutate proprie placa:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece :

qr+cpard==

1.3

143.28

Pereti despartitori:

gperete·Hperete·1.00·0.9==608.161

1.2

729.79

Incarcarea utila:150 daN/m2

1.4

210

=1495.63 daN/m2

λ=lmax/lmin=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=hpl-(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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Incarcarea utila:150 daN/m2

1.4

210

=726.63daN/m2

λ=lmax/lmin=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

=>=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Perete despartitor

gperete·Hperete·1.00·0.9/Scamera=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=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

375.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala calda:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δparchet ·γlemn=0.01·480=4.8

1.1

5.28

Incarcarea utila:150 daN/m2

1.4

210

=721.35daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

357.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala rece:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δgresie·γgresie=22.5

1.1

24.75

Pereti despartitori

qperete·Hperete·1.00·0.9/scamera

1.2

25.31

Incarcarea utila:150 daN/m2

1.4

210

=753.41daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

357.5

 

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

 

Pardoseala calda:

δsapa·γmortar=0.04·1900=76

1.3

98.8

 

δparchet·γlemne=4.8

1.1

5.28

 

Incarcarea utila:150 daN/m2

1.4

210

 

=708.63daN/m2

λ=lmax/lmin=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:

hpl∙γb.a=0.13·2500=325

1.1

357.5

Tencuiala :

0.15·γmortar=0.015·1900=28.5

1.3

37.05

Pardoseala calda:

δsapa·γmortar=0.04·1900=76

1.3

98.8

δparchet·γlemn=0.01·480=4.8

1.1

5.28

Perete despartitor;

gpl·Hperete·1.00·0.9/Scamera=13.01

1.2

15.61

Incarcarea utila:150 daN/m2

1.4

210

=724.24daN/m2

λ=lmax/lmin=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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