7/28/2019 Mathcad - Partea 1

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Proiect CBA II

l1 5.05m:=

l2 5.25m:=

t1 4.65m:=

t2 4.75m:=

qk 3.30kN

m2

:=

nl 3:=

h1.util 3.30m:=

h2.util 2.90m:=

Dimensiunile in plan ale cladirii suntClasa beton C20/25

Amplasament: Satu-Mare

l1 l2+ l2+ l1+( )x t1 t2+ t1+( )

Predimensionare:Grinzi:

b>=200mm

bg , hg= n x 50mm

hgl=(1/8...1/12)*l2 = (65.63...43.75)cm

bgl=(1/2...1/4)*hgl =(27.5...13.75)cm

hgt

=(1/8...1/12)*t2

=(59.38...39.58)cm

bgt=(1/2...1/4)*hgt =(22.5...11.25)cm

Placa:hp>=80mm

hp= n x 10mm

hp,min =60 mm pentru REI 30

hp>= l/40

l=min(l2 ; t2) = t2

hp>=11.88cm conditia de rigiditate

hgl 55cm:=

bgl 25cm:=

hgt 45cm:=

bgt 20cm:=

hp 12cm:=

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Evaluarea incarcarii din zapada

sk= i*ce*ct*s0,k

i 0.8:=

ce 1:=

ct 1:=

s0.k 1.5kN

m2

:=

sk i ce ct s0.k 1.2kN

m2

=:=

Evaluarea incarcarilor permanente

Gpl.curent 1.35 4.4 kN

m2

5.94 kN

m2

=:=

Gpl.terasa 1.35 7.44kN

m2

10.044kN

m2

=:=

hperete.inchidere.parter h1.util 0.20m+ 3.5m=:=

hperete.inchidere.etaj h2.util 0.20m+ 3.1m=:=

Gperete.inchidere.parter 1.35 3.1kN

m2

hperete.inchidere.parter 14.648kN

m

=:=

Gperete.inchidere.etaj 1.35 3.1kN

m2

hperete.inchidere.etaj 12.974mkN

m2

=:=

hatic 1m:=

Gatic 1.35 2.7kN

m2

hatic 3.645mkN

m2

=:=

Evaluarea incarcarilor variabile

Qd 1.5 qk 4.95

kN

m2=:=

Qzapada 1.5 sk 1.8kN

m2

=:=

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Predimensionare stalpi

b.a 25kN

m3

:=

Stalp colt

Nst.colt Gatic

l1 t1+( )2

Gpl.terasa Qzapada+( )

l1 t1( )4

+

hgl bgll1

2

hgt bgt

t1

2

+

b.a nl+

...

Gpl.curent

l1 t1( )4

nl 1( )+

...

Qd l1t1

4

nl 1( )+

...

Gperete.inchidere.parter

l1 t1+( )2

+

...

Gperete.inchidere.etaj

l1 t1+( )2

nl 1( )+

...

453.688 kN=:=

D 0.35:= D 0.4