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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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